Loading...
HomeMy WebLinkAboutTract No. 17885 Hydrology StudyALLARIJ ENGINEERING civil engineering ]end surveying land planning Tract No. 17885 Lime Hydrology & Hydraulics Report December 14, 2013 Prepared For: Lennar 980 Montecito Drive, Suite 302 Corona, CA 92879 (951) 817-3545 vs-7/ Prepared under the supervision of: 0 ld 2, Allard P.E. ACE 79086 Reynold Exp. 03-31-14 16866 Seville Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 ALLARIJ ENGINEERING civil engineering land surveying land Planning Tract No. 17885 Lime Hydrology & Hydraulics Report December 14, 2013 Prepared For: Lennar 980 Montecito Drive, Suite 302 Corona, CA 92879 (951) 817-3545 Prepared under the supervision of: �! / 72. Reynold A , P.E. ACE 79086 Exp. 03-31-14 16868 Seville Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Table of Contents Discussion Hydrology Reference Material Rational Methods Pre -developed Condition- 100, 25, 10, and 2 Year Storm Events Basin I Watershed Basin II Watershed Developed Condition- 100, 25, 10, and 2 Year Storm Events Basin I Watershed Basin II Watershed Unit Hydrographs — Developed Condition Basin I & Line "C" Watershed 100, 25, 10, and 2 Year Storm Events Basin II & Box Outlet —Watershed 100, 25, 10, and 2 Year Storm Events Hydrograph Detention Basin Routing Basin I & Line "C": Detention Basin Routing Input Parameters: Detention Basin Volume Table, Orifice/Weir Headwall Calculation, Head vs Flow Graph, WSPG Outlet Flows Detention Basin Routing 100, 25, 10, and 2 Year Storm Events Hydraulic Calculations WSPG -Onsite Storm Drain (Line "A" & Lat A-1, -2, -3, -4, "B" & Lat B-1, & "D) -Basin I Outlet Pipe (Line "C") Miscellaneous Calculations - In -Tract Street Water Depth and Catch Basins 1-9 Sizing Calculations - Basin I Spillway Calculation -Basin II Volume Table -Basin II Spillway Calculation -Basin II Discharge Structure Hydrology Exhibits Predeveloped & Developed Hydrology Exhibits • • • Discussion Introduction Tract No. 17885 is a residential project with an area of approximately 46.6 acres in the City of Fontana, San Bernardino County. The site lies north of Foothill Boulevard between Sultana Avenue and Lime Avenue and south of Miller Avenue. Purpose The purpose of this Drainage Report is to determine storm water runoff for the site and the associated tributary areas and show that the detention basin is adequately sized to convey the runoff in a safe manner. Detailed hydraulic calculations for streets, storm drain systems and catch basins are also included in this report. This report will also demonstrate that the peak discharge of the project area in the developed condition will not exceed 90% of the pre -developed peak discharge. Criteria The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. Civil Cad and AES computer software were utilized to perform computations. In accordance with San Bernardino County policy, the detention basins analysis utilizes the following antecedent moisture content (AMC) of the soil and rainfall intensities: AMC...and Intens ty::Table Predeveloped C ondtion Intensity 2:Year Storm Event 2 2 Year eveloped {Con'dtion 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event 2 5 Year 10 Year: 2 • 25 Year 2 Year Storm Event :: 10 Year. Storm Event 25 Year,Stornn Event 100 Year Storm Event 3 Intensity; Rainfall Intensities" 2'Year • 10 .`fear':; 1 H our (in/hr 25 Year, 6 Hnur/tnlhr► 3::.... • 100 Year .7A N rl: lhrl 100 Year Storm Event 1249 1$5 .. 9.00 25 Year:, Storm Event ' : 118 3.05 ;' ;: 6.87. : 10 Year Storm Event.` ,(08 2 00 . `' 510 ` 5 Year Storm Event' 0 88 2.25 ':: 4.75 ... 2IYear:Storm Event 0.65 1.75 : 3 30 • • Findings Tr. 17885 is a 255 lot residential development located in the City of Fontana. This tract will be built in five phases, and all storm drain infrastructure including detention/infiltration basins will be built in the first phase. Therefore, the drainage will be handled and mitigated at the beginning of the project and throughout the build out. This tract drainage is comprised of two watersheds. The Largest watershed drains southwesterly to a series of catch basins. These catch basins drain into line "A" and "B" that terminates into basin no 1. This basin will be a detention/infiltration basin and is located at the Southwest corner of the site. Basin 1's outlet is line "C" a 24" R.C.P. that drains into a 66" pipe in Sultana Avenue. The basin's routing and outlet is designed to mitigate the 2, 10, 25, and 100 year storms to 90% of the pre -developed condition. This is based upon the ultimate condition with master plan storm drain built south of the tract in sultana. However, in the interim condition there will be a 30" RCP shortly downstream after the 66" RCP per DWG No. . This interim HGL is shown on Sheet 4 of Tr 17885 in -tract storm drain plans DWG No. . The second smaller watershed for the project drains southeasterly to a pair of catch basins that drain into line "D" flowing into basin no 2. This basin is an infiltration basin with a discharge structure draining to Lime Avenue in large storm events. (See flow comparison table on next page) In the event any in -tract catch basins plugs and fails there is an emergency exit overflow into basin 2 that is between lots 143 and 144 that will drain to Lime Avenue. See the hydraulic calculations section of report for all catch basins, storm drain lines, and detention basin spillways. A Predevelped Condition Storm Event Year Tr. 17885 Flow Comparaison Table Total Flow (cfs) 90% Total Flow (cfs) 100 73.9 66.5 25 57.8 52.0 10 49.7 44.7 2 33.0 29.7 Develped Condition Line "C" 24" RCP Storm Event Basin I Outlet Pipe Year Outlet (cfs) Lime Ave (cfs) Sultana Ave (cfs Basin II Discharge Structure (cfs) 100 23.1 6.0 10.4 24.2 ' 63.7 25 18.4 4.7 7.8 18.2 49.1 10 14.8 3.8 6.2 14.4 39.2 2 8.1 2.4 3.5 8.2 22.2 • SAN BERNARDINO COUNTY HYDROLOGY MANUAL • e-I as OOCX YAP C-2 64 IYYYY CO. 0110.0 COIWQWY • COIL GPM} DECIMATION •C1YY]YNY ar OYXC•TCO 100.CE SCALE REDUCED BY 1/2 -7 - -- itwf f• HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA C-26 FIGURE C-I3 TIS T T2S T r R6W /• 4 I .S 4 alliWW:ilat:a. " IL 1 dia\ ,,,,, ,aiiiirtNAIji.mYanA,T1111121riour Eltften...-- 0 . rt . I ii1E1111111MIKEMBINIIIIMIIIIIIIIIIIIIIIIIMP"- jm Torekordm _tjiAf!G� :�7�IIIiS .71EA1iR aQ R, NZ�- C• _ �• •- �.i�E:ii1T.1:11llmi7a7 I R8W , R7W R6W� - 1. -!•R5W SAN BERNARDINO COUNTY HYDROLOGY MANUAL R2W REDUCED DRAWING SCALE I" _ 4 MILES C20!SOUKS /HKCI►ITA7ION (INCHES! _•9 R?E 1.4k i 1 R2E FLOQD CONTROL SERNAKIIND ANC VALLEY AREA ISONTETALS XI - 2 YEAR 6 HOUR MUD PI MC, MO...,.. toin FIGURE B-I T T2S 4-- I I azig Barvir. rtmelayimummminaming orr:77-z---01E—mvir4 4oririmpaii .„ yzekritiamparigirammi .Pav ilaysatimA6571 --r vruarri-NRY--- ..rwl"PIRM111-4114j-" ig,imemoripp_ 946-74. mounimrai r - 1-441141 -6. lb .�' r Rlw 1 - 441 • R6wi ' ' R7 R6W I SW SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE I 4 MILES Maki Co mouNts PRECIPITATION (INCHES) 3.0 N IN — I ooa ERa VALLEY AREA MK:METALS '42' 2 YEAR 24HOUR Web ON ILIUM. .....uI l..n B-10 Amoral BY rM! Ma ! FIGURE B-2 T4N L 4- T3N T2N TIS T T2S I. R6W 4W 1• I - pira g!w4:.:::1,,_-:;a4.,N PI raimiliimunta sEntaritirs IV Ma ii; arii, oar "R frilLitaffridingme N rig=la::=11- i list"'elliffr'' Ils am' Li-Lisirt"7:2121"-- mme imehAr mmaturgv iirMiiilliltailliller Nrimman. r,,,, .111911M -.4.1-.-. Iawrii rix-Vim_pp- troy -,.,,:= mpg i RSV: RTW • R6 SAN BERNARDINO COUNTY HYDROLOGY MANUAL MORI :R2W REDUCED DRAWING SCALE I"' 4 MILES EN01 ISOLINES PRECIPITATION (INCHES) B — II RIE Rif '• • T4N — L- 1._ iT i -- 'as FLOOD CC NTROL0 DISTRICT VALLEY AREA LS:METALS YID - 10 YEAR I HOUR SAftf ON UAL. NOYCLAf f. IWWO A PINVER fP OCT If RI SCALE r.1r PEE NO ORM. NO MRO. S N I: FIGURE B-3 'I S T T3S R6w ; ; r , r aw . p,i,�` i�ji�■■� Sao: • 4.4 It wow a■ kit --? IF _airrmanumpild="iiin.AiLlIVENIVAIMMIIIIIIIIMMENE_ 11 • �nikn I I CCLT•NJ %'°Si `i �'�.._�I.LI4�S.a7 romemowaill �.�.���—..,�s.laa.wl■es�lr.;_ri�f7r F" ■1��t!�� P-liTaly ogli. 11111V ____ 4, IIJERSDE SAN BERNARDINO COUNTY HYDROLOGY MANUAL R2W REDUCED DRAWING SCALE I" : 4 MILES OR INURES PRECIPITATION IINCNEE) R2E . 4.1 VALLEY MEA wNxTw Ye)-100 YEAR I HOUR Alm OM OIOC, IO A MAO t llll. aft tA. FIGURE B-4 TIS T T2S - T3S T3S • R7W .Q 1ii OW- - - ' , 441 - 2N grArmiiiillir`.ter. ._- \ w ,`• M �i • I- 1 -1-zifitil iiii . i i. mil jillitaCis- -mtlatiii NM- 1 A mummallonifinduommi lowziward=M i.ri"aE0I1RtgZ0.41 ..: ,. ,,,,....4%,.............-6,-,,,....... . 41111:61- ' Al=22i=rilidgeir Afr ..,,,_-__.,....-:-Aiii ihiRtillEffir g.t.V.,...7 -=`,15"-';• a �'.14111 0 't + _ _ �j j ER I ._ a _ r sow.n. /P,r� 1 I R4W • i„7�. .1 . .4 sl --I— 1- t I RIM ; I -1.-4_ ' RSWi SAN BERNARDINO COUNTY HYDROLOGY MANUAL MOW ADI i _ 3.0 FT - +- 4S_ �4- 4 I I -`9115 .3'. SA - I - •,— - -I -i -I-r R2E REDUCED DRAWING SCALE I". 4 MILES C4.0 I/OI.I1173 PRECIPITATION OWNER) B-I3 _1 _i_. - — I.¢:`: I\ IE -I— t14 _I_ 1 r429111111r AA r VALLEY AREA simnsms X3-100YEAR 6 HOUR ..wt.. WM,....A....... FIGURE B-5 } T Y — T I.S T T23 n,pNigrommixr r M ��R![� Taft- lawmaiin- � 11 1 u .�� mi ang mom r� :� "mo likft vow* T3 1 r, r.•oy . •ire R6W RSW7 SAN BERNARDINO COUNTY HYDROLOGY MANUAL . 111 WAN" 164 11C _ 1 1 R2i .,.+.— tl..aa REDUCED DRAWING SCALE I 4 MILES . 0111 CS -°111 PRECIPITATION IINCNERI 8-14 R2E 1y� — r- T4N Sr• FLDDDTRr DISTRICT VALgLEY�AREA X. -IDO YEA}t L4 HOUR YEm ON UAW., NOYQY$ 1.103 APPPAVEN Cc[ OC tt If1E her ILE IrI f1.4 NO. M IE FIGUIRE B-6 • Pre -Developed Condition- 100, 25,10, 2 Year Storm Event • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 *************** * Tr. 17885 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ********** DESCRIPTION OF STUDY ************************** * Predeveloped Condition * 100 Year Storm Event ************************************************************************** FILE NAME: 17885P.DAT TIME/DATE OF STUDY: 08:42 04/22/2013 * 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 = 0.80 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ***************************************************************************.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1302.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.918 • * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.720 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.90 0.42 1.000 78 14.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap= 1.000 SUBAREA RUNOFF(CFS) = 3.94 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.94 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1302.00 DOWNSTREAM(FEET) = 1295.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0233 CHANNEL FLOW THRU SUBAREA(CFS) = 3.94 FLOW VELOCITY(FEET/SEC) = 3.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 16.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.555 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.63 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 13.28 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1295.00 DOWNSTREAM(FEET) = 1288.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0189 CHANNEL FLOW THRU SUBAREA(CFS) = 13.28 FLOW VELOCITY(FEET/SEC) = 3.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 18.22 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1090.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 4.70 0.42 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.70 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 11.60 Fp Ap SCS (INCH/HR) (DECIMAL) CN 78 SUBAREA RUNOFF(CFS) = 8.44 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 20.84 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0118 CHANNEL FLOW THRU SUBAREA(CFS) = 20.84 FLOW VELOCITY(FEET/SEC) = 3.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "GRASS" SUBAREA AVERAGE SUBAREA AVERAGE Fp Ap SCS (INCH/HR) (DECIMAL) CN A 3.00 0.60 1.000 67 PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.00 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED Fp(INCH/HR) = 0.45 TOTAL AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 4.72 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 24.87 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.531 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.099 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE COMMERCIAL Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.20 0.98 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.72 SCS CN 32 Tc (MIN.) 7.53 • TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 4.81 Tc(MIN.) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.048 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 0.40 1.26 Fp Ap (INCH/HR) (DECIMAL) 0.98 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.97 TOTAL AREA(ACRES) = 0.60 SCS CN 32 SUBAREA RUNOFF(CFS) = 1.06 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.51 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.837 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 3.00 0.42 - 1.000 78 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.54 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.54 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1298.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 6.54 FLOW VELOCITY(FEET/SEC) = 3.14 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 16.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.600 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 13.76 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.66 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1293.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 490.00 CHANNEL SLOPE = 0.0092 CHANNEL FLOW THRU SUBAREA(CFS) = 19.66 FLOW VELOCITY(FEET/SEC) = 2.86 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 18.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.80 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 • SUBAREA AREA(ACRES) = 7.80 EFFECTIVE AREA(ACRES) = 17.80 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 13.63 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 31.10 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1293.50 DOWNSTREAM(FEET) = 1285.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0193 CHANNEL FLOW THRU SUBAREA(CFS) = 31.10 FLOW VELOCITY(FEET/SEC) = 4.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 20.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.248 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 9.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 14.84 EFFECTIVE AREA(ACRES) = 26.80 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 26.80 PEAK FLOW RATE(CFS) = 44.19 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA< «< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1283.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 44.19 FLOW VELOCITY(FEET/SEC) = 2.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 23.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.076 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 3.40 0.42 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 Fp Ap SCS (INCH/HR) (DECIMAL) CN 78 • • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 30.20 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.20 PEAK FLOW RATE(CFS) = 45.11 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 ELEVATION DATA:.UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.996 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.954 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.100 32 8.00 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 13.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1297.80 STREET LENGTH(FEET) = 532.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 11.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.132 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.79 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.80 DOWNSTREAM ELEVATION(FEET) = 1289.00 STREET LENGTH(FEET) = 673.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED. FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.73 Tc(MIN.) = 16.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.558 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE COMMERCIAL NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = GROUP (ACRES) A 0.20 2.00 Fp Ap (INCH/HR) (DECIMAL) 0.98 0.100 SCS CN 32 A 0.20 0.42 1.000 78 LOSS RATE, Fp(INCH/HR) = 0.47 AREA FRACTION, Ap = 0.550 0.40 SUBAREA RUNOFF(CFS) = 0.83 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.22 = 0.49 AREA -AVERAGED Ap = 0.46 1.00 PEAK FLOW RATE(CFS) = 2.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.00 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 18.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.365 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.10 0.98 NATURAL POOR COVER "BARREN" SUBAREA AVERAGE SUBAREA AVERAGE 2.29 Ap (DECIMAL) 0.100 A 0.10 0.42 1.000 PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 PERVIOUS AREA FRACTION, Ap = 0.550 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fp(INCH/HR) = 0.48 TOTAL AREA(ACRES) = 1.20 SCS CN 32 78 SUBAREA RUNOFF(CFS) = 0.38 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.84 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 2008.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fp(INCH/HR) = 0.48 PEAK FLOW RATE(CFS) = 2.31 TC(MIN.) = 18.84 AREA -AVERAGED Fm(INCH/HR)= 0.23 AREA -AVERAGED Ap = 0.475 END OF RATIONAL METHOD ANALYSIS • • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY * Tr. 17885 * Predeveloped Condition * 25 Year Storm Event ************************************************************************** FILE NAME: 17885P.DAT TIME/DATE OF STUDY: 08:50 04/22/2013 ************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.80 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED NO. 1 HALF - WIDTH (FT) CROWN TO CROSS FALL (FT) STREET-CROSSFALL: IN- / OUT -/PARK - SIDE / SIDE/ WAY 20.0 10.0 0.020/0.020/0.020 PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER -GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) 0.67 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1302.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.918 • * 25 YEAR RAINFALL SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = INTENSITY(INCH/HR) = 2.259 RATE DATA(AMC II): SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) A 1.90 0.42 1.000 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 1.000 3.15 1.90 PEAK FLOW RATE(CFS) = 3.15 Ap SCS Tc (DECIMAL) CN (MIN.) 78 14.92 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1302.00 DOWNSTREAM(FEET) = 1295.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0233 CHANNEL FLOW THRU SUBAREA(CFS) = 3.15 FLOW VELOCITY(FEET/SEC) = 2.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 16.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.64 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.115 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.65 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 10.55 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1295.00 DOWNSTREAM(FEET) = 1288.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0189 CHANNEL FLOW THRU SUBAREA(CFS) = 10.55 FLOW VELOCITY(FEET/SEC) = 3.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 18.41 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1090.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.991 LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) A LOSS AREA Fp Ap SCS (INCH/HR) (DECIMAL) CN 4.70 0.42 1.000 78 RATE, Fp(INCH/HR) = 0.42 FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.70 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 6.66 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) _ 16.44 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0118 CHANNEL FLOW THRU SUBAREA(CFS) = 16.44 FLOW VELOCITY(FEET/SEC) = 3.08 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 19.33 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.934 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 3.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.10 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 19.94 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.531 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.404 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.20 0.98 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.60 1296.00 SCS CN 32 Tc (MIN.) 7.53 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 4.96 Tc(MIN.) = 12.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.513 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 0.60 .AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.357 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 3.00 0.42 1.000 78 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 5.24 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1298.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 5.24 FLOW VELOCITY(FEET/SEC) = 2.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 16.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.20 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.150 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.00 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 10.93 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 15.61 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1293.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 490.00 CHANNEL SLOPE = 0.0092 CHANNEL FLOW THRU SUBAREA(CFS) = 15.61 FLOW VELOCITY(FEET/SEC) = 2.69 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 19.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.23 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.939 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 7.80 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 Fp Ap SCS (INCH/HR) (DECIMAL) CN SUBAREA AREA(ACRES) = 7 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 17 .80 SUBAREA RUNOFF(CFS) = 10.69 17.80 AREA -AVERAGED Fm(INCH/HR) = 0.42 = 0.42 AREA -AVERAGED Ap = 1.00 .80 PEAK FLOW RATE(CFS) = 24.41 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1293.50 DOWNSTREAM(FEET) = 1285.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0193 CHANNEL FLOW THRU SUBAREA(CFS) = 24.41 FLOW VELOCITY(FEET/SEC) = 4.40 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 20.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 9.00 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1 SUBAREA AREA(ACRES) = 9.00 EFFECTIVE AREA(ACRES) = 26.80 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 26.80 Fp (INCH/HR) Ap SCS (DECIMAL) CN .42 1.000 78 = 0.42 .000 SUBAREA RUNOFF(CFS) = 11.58 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 34.47 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1283.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 34.47 FLOW VELOCITY(FEET/SEC) = 2.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 24.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.03 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.697 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 3.40 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 30.20 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.20 PEAK FLOW RATE(CFS) = 34.82 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.996 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.100 32 8.00 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 13.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1297.80 STREET LENGTH(FEET) = 532.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 11.95 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.581 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.80 DOWNSTREAM ELEVATION(FEET) = 1289.00 STREET LENGTH(FEET) = 673.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) = 16.96 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ LAND USE COMMERCIAL NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SCS SOIL GROUP A 1.61 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) 0.20 0.98 0.100 A 0.20 0 LOSS RATE, Fp(INCH/HR) AREA FRACTION, Ap = 0 SUBAREA AREA(ACRES) = 0.40 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 0.49 TOTAL AREA(ACRES) = 1.00 SCS CN 32 .42 1.000 78 = 0.47 .550 SUBAREA RUNOFF(CFS) = 0.66 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 1.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.00 DOWNSTREAM ELEVATION(FEET) = 1283.50 • STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 19.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.931 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 2008.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.20 TC(MIN.) = 19.38 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR)= 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.475 PEAK FLOW RATE(CFS) = 1.84 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 ************************** * Tr. 17885 * Predeveloped Condition * 10 Year Storm Event ************************************************************************** Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 DESCRIPTION OF STUDY FILE NAME: 17885P.DAT TIME/DATE OF STUDY: 09:12 04/22/2013 ************************** * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.80 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.8800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1302.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.918 * 10 YEAR RAINFALL SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = INTENSITY(INCH/HR) = 2.028 RATE DATA(AMC II): SCS SOIL AREA Fp Ap SCS Tc GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) A 1.90 0.42 1.000 78 14.92 LOSS RATE, Fp(INCH/HR) = 0.42 AREA FRACTION, Ap = 1.000 2.76 1.90 PEAK FLOW RATE(CFS) = 2.76 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1302.00 DOWNSTREAM(FEET) = 1295.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0233 CHANNEL FLOW THRU SUBAREA(CFS) = 2.76 FLOW VELOCITY(FEET/SEC) = 2.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 16.69 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.896 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" SUBAREA AVERAGE SUBAREA AVERAGE Fp (INCH/HR) Ap SCS (DECIMAL) CN A 5.00 0.42 1.000 78 PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.00 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 6.66 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW<(«< »»>TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 1295.00 DOWNSTREAM(FEET) = 1288.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0189 CHANNEL FLOW THRU SUBAREA(CFS) = 9.19 FLOW VELOCITY(FEET/SEC) = 3.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 18.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1090.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.53 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.781 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 4.70 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 5.77 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 14.25 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0118 CHANNEL FLOW THRU SUBAREA(CFS) = 14.25 FLOW VELOCITY(FEET/SEC) = 2.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 19.48 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.48 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.728 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE NATURAL POOR COVER "BARREN" GROUP (ACRES) (INCH/HR) Ap SCS (DECIMAL) CN A 3.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.54 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 17.24 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.531 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.057 SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE COMMERCIAL RATE DATA(AMC II): SCS SOIL AREA GROUP (ACRES) A 0.20 = 1296.00 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.53 Tc (MIN.) 7.53 i TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 5.10 Tc(MIN.) = 12.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.241 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap =. 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.45 FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.116 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 3.00 0.42 1.000 78 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1298.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 4.59 FLOW VELOCITY(FEET/SEC) = 2.89 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 16.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.27 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.926 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.51 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 13.59 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1293.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 490.00 CHANNEL SLOPE = 0.0092 CHANNEL FLOW THRU SUBAREA(CFS) = 13.59 FLOW VELOCITY(FEET/SEC) = 2.59 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 19.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.732 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.80 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 • SUBAREA AREA(ACRES) = 7.80 EFFECTIVE AREA(ACRES) = 17.80 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 9.24 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 21.08 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1293.50 DOWNSTREAM(FEET) = 1285.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0193 CHANNEL FLOW THRU SUBAREA(CFS) = 21.08 FLOW VELOCITY(FEET/SEC) = 4.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 21.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1790.00 FEET. *****************************************************,*********************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.15 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 9.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = Fp (INCH/HR) Ap SCS (DECIMAL) CN SUBAREA AREA(ACRES) = 9.00 9.95 EFFECTIVE AREA(ACRES) = 26.80 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 26.80 PEAK FLOW RATE(CFS) = 29.64 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1283.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 29.64 FLOW VELOCITY(FEET/SEC) = 2.04 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = 24.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.509 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A 3.40 0.42 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 Fp Ap SCS (INCH/HR) (DECIMAL) CN 78 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 3.35 EFFECTIVE AREA(ACRES) = 30.20 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.20 PEAK FLOW RATE(CFS) = 29.71 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.996 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.94.9 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR)(DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.100 32 8.00 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 13.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1297.80 STREET LENGTH(FEET) = 532.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 4.09 Tc(MIN.) = 12.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.302 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.31 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET.TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.80 DOWNSTREAM ELEVATION(FEET) = 1289.00 STREET LENGTH(FEET) = 673.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 5.13 Tc(MIN.) = 17.22 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.20 0.98 NATURAL POOR COVER "BARREN" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.40 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 0.49 TOTAL AREA(ACRES) = 1.00 1.42 Ap SCS (DECIMAL) CN 0.100 32 0.20 0.42 1.000 78 RATE, Fp(INCH/HR) = 0.47 FRACTION, Ap = 0.550 SUBAREA RUNOFF(CFS) = 0.58 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 1.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.51 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1650.00 0.57 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.00 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 19.71 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.716 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.51 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 2008.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.20 TC(MIN.) = 19.71 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR)= 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.475 PEAK FLOW RATE(CFS) = 1.60 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 ************************** Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 DESCRIPTION OF STUDY ************************** * Tr. 17885 * Predeveloped Condition * 2 Year Storm Event ************************************************************************** FILE NAME: 17885P.DAT TIME/DATE OF STUDY: 09:18 04/22/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.80 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1300.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.756 • * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.573 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.90 0.42 1.000 78 13.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1300.00 DOWNSTREAM(FEET) = 1294.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 1.98 FLOW VELOCITY(FEET/SEC) = 2.43 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 15.81 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.81 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.447 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 4.64 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 6.40 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1288.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0162 CHANNEL FLOW THRU SUBAREA(CFS) = 6.40 FLOW VELOCITY(FEET/SEC) = 2.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 17.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1090.00 FEET. ****************************************************************************.. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.98 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.340 • • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL POOR COVER "BARREN" A SUBAREA AVERAGE PERVIOUS LOSS RATE, AREA (ACRES) Fp Ap SCS (INCH/HR) (DECIMAL) CN 4.70 0.42 1.000 78 Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.70 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 9.64 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0118 CHANNEL FLOW THRU SUBAREA(CFS) = 9.64 FLOW VELOCITY(FEET/SEC) = 2.69 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 19.03 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.03 * 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.294 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 3.00 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.00 EFFECTIVE AREA(ACRES) = 14.60 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 11.54 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.531 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.258 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.20 0.98 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.39 SCS CN 32 Tc (MIN.) 7.53 • TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 5.35 Tc(MIN.) = 12.88 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.636 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.38 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.563 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 3.00 0.42 1.000 78 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1298.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 3.10 FLOW VELOCITY(FEET/SEC) = 2.64 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 16.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.49 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.411 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS LAND USE GRO NATURAL POOR COVER "BARREN" A SUBAREA AVERAGE PERVIOUS LOS SUBAREA AVERAGE PERVIOUS ARE SUBAREA AREA(ACRES) = 7.0 EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 10.0 SOIL AREA UP (ACRES) Fp (INCH/HR) Ap SCS (DECIMAL) CN 7.00 0.42 1.000 78 S RATE, Fp(INCH/HR) = 0.42 A FRACTION, Ap = 1.000 0 SUBAREA RUNOFF(CFS) = 6.27 10.00 AREA -AVERAGED Fm(INCH/HR) = 0.42 0.42 AREA -AVERAGED Ap = 1.00 0 PEAK FLOW RATE(CFS) = 8.95 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1291.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 490.00 CHANNEL SLOPE = 0.0143 CHANNEL FLOW THRU SUBAREA(CFS) = 8.95 FLOW VELOCITY(FEET/SEC) = 2.91 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 19.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.30 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.284 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 7.80 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 • SUBAREA AREA(ACRES) = 7.80 EFFECTIVE AREA(ACRES) = 17.80 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 6.09 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 13.90 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW< «< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1291.00 DOWNSTREAM(FEET) = 1285.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0136 CHANNEL FLOW THRU SUBAREA(CFS) = 13.90 FLOW VELOCITY(FEET/SEC) = 3.18 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 21.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.61 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.200 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" A SUBAREA AVERAGE PERVIOUS LOSS RATE, SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 9.00 EFFECTIVE AREA(ACRES) = 26.80 AREA -AVERAGED Fp(INCH/HR) = 0.42 TOTAL AREA(ACRES) = 26.80 Fp Ap SCS (INCH/HR) (DECIMAL) CN 9.00 0 Fp(INCH/HR) FRACTION, Ap = 1 .42 1.000 78 = 0.42 .000 SUBAREA RUNOFF(CFS) = 6 35 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 18.90 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1280.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0120 CHANNEL FLOW THRU SUBAREA(CFS) = 18.90 FLOW VELOCITY(FEET/SEC) = 3.23 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 23.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 3.40 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 2.20 EFFECTIVE AREA(ACRES) = 30.20 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.20 PEAK FLOW RATE(CFS) = 19.56 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 ELEVATION DATA: UPSTREAM(FEET) = 1313.00 DOWNSTREAM(FEET) = 1306.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.996 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.178 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.100 32 8.00 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 13.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1297.80 STREET LENGTH(FEET) = 532.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR, for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 12.29 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.683 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.51 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.25 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.80 DOWNSTREAM ELEVATION(FEET) = 1289.00 STREET LENGTH(FEET) = 673.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 6.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48, STREET FLOW TRAVEL TIME(MIN.) = 5.51 Tc(MIN.) = 17.80 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.347 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 0.20 NATURAL POOR COVER "BARREN" SUBAREA AVERAGE SUBAREA AVERAGE 1.00 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.98 0.100 32 A 0.20 0.42 1.000 78 PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 PERVIOUS AREA FRACTION, Ap = 0.550 SUBAREA AREA(ACRES) = 0.40 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 0.49 TOTAL AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.39 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 1.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.25 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.00 DOWNSTREAM ELEVATION(FEET) = 1280.20 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 20.03 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.255 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.100 32 NATURAL POOR COVER "BARREN" A 0.10 0.42 1.000 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.18 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.52 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 2008.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.20 TC(MIN.) = 20.03 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR)= 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.475 PEAK FLOW RATE(CFS) = 1.11 END OF RATIONAL METHOD ANALYSIS Developed Condition- 100, 25,10, 2 Year Storm Event Basin I Watershed so • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 100 Year Storm Event * Detention -Infiltration Basin I Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:17 08/25/2012 * * * 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 = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.4900 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.14 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.792 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 10.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR). = 4.195 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 4.08 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN A 1.00 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.00 1.60 = 0.80 1.6 3.42 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 5.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.18 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.50 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 11.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.970 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = 6.59 Ap SCS (DECIMAL) CN A 0.70 , 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.70 SUBAREA RUNOFF(CFS) _ EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.3 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 7.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 1300.. STREET LENGTH(FEET) = 370.00 STREET HALFWIDTH(FEET) = 20.00 50 DOWNSTREAM ELEVATION(FEET) = 1293.70 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.55 8.72 • • STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 13.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) SCS CN 52 .90 SUBAREA RUNOFF(CFS) = 2.65 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 3.2 PEAK FLOW RATE(CFS) = 9.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.35 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.43 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.939 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.382 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • • • UPSTREAM ELEVATION(FEET) = 1301.10 DOWNSTREAM ELEVATION(FEET) = 1297.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 11.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.061 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA 3.23 Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.51 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.061 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.90 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.9 Fp (INCH/HR) Ap SCS (DECIMAL) CN 0.90 0.80 0.500 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.97 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 52 6.32 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 • STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 13.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.623 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.7 7.48 Ap SCS (DECIMAL) CN A 0.80 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.80 SUBAREA RUNOFF(CFS) = 2.32 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 7.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET/SEC.) = 2.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.65 RAINFALL INTENSITY(INCH/HR) = 3.62 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.60 DOWNSTREAM(FEET) = 1297.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.109 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.099 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 11.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.33 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 13.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.657 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A . 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.35 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.48 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.43 RAINFALL INTENSITY(INCH/HR) = 3.66 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.43 13.35 3.672 0.80( 0.40) 0.50 3.2 100.00 2 7.89 13.65 3.623 0.80( 0.37) 0.47 2.7 120.00 3 5.28 13.43 3.657 0.80( 0.40) 0.50 1.8 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.53 13.35 3.672 0.80( 0.39) 0.49 7.6 100.00 2 22.52 13.43 3.657 0.80( 0.39) 0.49 7.7 130.00 3 22.41 13.65 3.623 0.80( 0.39) 0.49 7.7 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.53 Tc(MIN.) = 13.35 EFFECTIVE AREA(ACRES) = 7.63 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.70 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 13.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.588 SUBAREA LOSS RATE DATA(AMC III): 22.96 DEVELOPMENT TYPE/ LAND USE RESIDENTIAL SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) Ap (DECIMAL) "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 EFFECTIVE AREA(ACRES) = 7.93 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 8.0 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.86 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 22.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.51 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1287.30 DOWNSTREAM{FEET) = 1286.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.43 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.82 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14.11 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 »>»MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.792 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • • »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80. DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 10.29 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.292 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.3 3.60 Ap (DECIMAL) SCS CN 52 SUBAREA RUNOFF(CFS) = 2.45 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 4.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTESTREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.13 4.91 0.0150 LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 11.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.029 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1 AREA -AVERAGED Fp(INCH/HR) = 0 TOTAL AREA(ACRES) = 1.5 GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.20 0.80 0.100 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.71 .50 AREA -AVERAGED Fm(INCH/HR) = 0.36 .80 AREA -AVERAGED Ap = 0.45 PEAK FLOW RATE(CFS) = 4.96 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.21 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.43 RAINFALL INTENSITY(INCH/HR) = 4.03 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(«< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.489 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) Fp (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) A 0.50 0.80 0.500 52 6.83 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 2.29 0.50 PEAK FLOW RATE(CFS) = 2.29 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< M UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 9.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.608 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.41 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.03 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.14 RAINFALL INTENSITY(INCH/HR) = 4.61 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.031 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.393 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 7.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.80 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020. 9.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 9.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.598 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.40 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 153.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< • • TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.17 RAINFALL INTENSITY(INCH/HR) = 4.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 4.96 11.43 4.029 0.80( 0.36) 2 5.30 9.14 4.608 0.80( 0.40) 3 4.91 9.17 4.598 0.80( 0.40) 0.45 0.50 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 14.80 9.14 4.608 2 14.80 9.17 4.598 3 13.78 11.43 4.029 Fp(Fm) (INCH/HR) 0.80( 0.38) 0.80( 0.38) 0.80( 0.38) Ae HEADWATER (ACRES) NODE 1.5 150.00 1.4 160.00 1.3 162.00 Ap Ae HEADWATER (ACRES) NODE 0.48 3.9 160.00 0.48 3.9 162.00 0.48 4.2 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.80 Tc(MIN.) = 9.14 EFFECTIVE AREA(ACRES) = 3.89 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = = 0.38 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 1300. STREET LENGTH(FEET) = 350.00 STREET HALFWIDTH(FEET) = 20.00 10 DOWNSTREAM ELEVATION(FEET) = 1294.10 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.10 STREET FLOW TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 10.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.240 15.84 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE - GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 4.49 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 4.8 Fp (INCH/HR) Ap SCS (DECIMAL) CN .80 0.500 52 = 0.80 .500 SUBAREA RUNOFF(CFS) = 2.07 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 15.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.24 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.57 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.24 SPLIT DEPTH(FEET) = 0.33 SPLIT FLOOD WIDTH(FEET) = 10.98 SPLIT FLOW(CFS) = 2.94 SPLIT VELOCITY(FEET/SEC.) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 11.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.035 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 Ap SCS (DECIMAL) CN 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 4.89 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 16.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 • • • FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY(INCH/HR) = 4.04 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.07 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.70 DOWNSTREAM(FEET) = 1297.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.176 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.927 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 8.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.26 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.26 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.90 DOWNSTREAM ELEVATION(FEET) = 1295.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 5.08 • • • HALFSTREET FLOOD WIDTH(FEET) = 13.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.428 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, 9.77 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 1.00 0.80 0.500 52 Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.63 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.66 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.428 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = Fp (INCH/HR) Ap SCS (DECIMAL) CN A 1.40 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.40 SUBAREA RUNOFF(CFS) = 5 08 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 3.2 PEAK FLOW RATE(CFS) = 11.61 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1295.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 11.80 • HALFSTREET FLOOD WIDTH(FEET) = 16.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 10.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.281 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ GROUP (ACRES) (INCH/HR) A 0.10 0.80 LOSS RATE, Fp(INCH/HR) = 0. AREA FRACTION, Ap = 0.100 0.10 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 3.3 NOTE: PEAK FLOW RATE DEFAULTED TO Ap SCS (DECIMAL) CN 0.100 52 80 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = UPSTREAM VALUE 0.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.49 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.81 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 155.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 10.33 RAINFALL INTENSITY(INCH/HR) = 4.28 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.61 ** CONFLUENCE DATA ** STREAM NUMBER 1 1 1 2 Q Tc (CFS) (MIN.) 16.07 11.40 16.07 11.44 15.10 13.72 11.61 10.33 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 4.035 0.80( 0.39) 4.028 0.80( 0.39) 3.611 0.80( 0.39) 4.281 0.80( 0.39) Ap Ae (ACRES) 0.49 4.9 0.49 4.9 0.48 5.2 0.49 3.3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 27.15 2 26.94 3 26.92 4 24.71 TABLE ** Tc Intensity (MIN.) (INCH/HR) 10.33 4.281 11.40 4.035 11.44 4.028 13.72 3.611 Fp(Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) Ap (ACRES) 0.49 7.7 0.49 8.2 0.49 8.2 0.49 8.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.15 Tc(MIN.) = 10.33 EFFECTIVE AREA(ACRES) = 7.74 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.5 HEADWATER NODE 160.00 162.00 150.00 170.00 Ae HEADWATER NODE 170.00 160.00 162.00 150.00 = 0.39 • LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.15 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.45 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 27.15 10.45 4.252 0.80( 0.39) 2 26.94 11.52 4.011 0.80( 0.39) 3 26.92 11.55 4.003 0.80( 0.39) 4 24.71 13.84 3.592 0.80( 0.39) 6 7 TOTAL 0.49 0.49 0.49 0.49 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 22.82 14.11 3.551 0.80( 0.39) 2 22.80 14.20 3.538 0.80( 0.39) 3 22.69 14.41 3.507 0.80( 0.39) LONGEST FLOWPATH FROM NODE 100.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 Q Tc (CFS) (MIN.) 47.80 10.45 48.28 11.52 48.28 11.55 4 47.38 13.84 5 47.20 14.11 47.09 14.20 46.74 14.41 AREA(ACRES) = Intensity Fp(Fm) (INCH/HR) (INCH/HR) 4.252 0.80( 0.39) 4.011 0.80( 0.39) 4.003 0.80( 0.39) 3.592 0.80( 0.39) 3.551 0.80( 0.39) 3.538 0.80( 0.39) 3.507 0.80( 0.39) 16.5 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 106.00 = Ae HEADWATER (ACRES) NODE 7.7 170.00 8.2 160.00 8.2 162.00 8.5 150.00 1410.00 FEET. Ae HEADWATER (ACRES) NODE 7.9 100.00 8.0 130.00 8.0 120.00 1380.00 FEET. Ap Ae (ACRES) 13.6 14.7 14.7 16.3 16.4 16.5 16.5 HEADWATER NODE 170.00 160.00 162.00 150.00 100.00 130.00 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.28 Tc(MIN.) = 11.520 EFFECTIVE AREA(ACRES) = 14.67 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< • • »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.57 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.28 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.889 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.034 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.50 **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)< «< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 9.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.496 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.3 Ap (DECIMAL) SCS CN 52 SUBAREA RUNOFF(CFS) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 4.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.30 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 11.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.117 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS Ap GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.20 0.80 0.100 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 5.16 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.5 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.73 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.45 PEAK FLOW RATE(CFS) = 5.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. • **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.03 RAINFALL INTENSITY(INCH/HR) = 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.08 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.942 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.45 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 3.69 • • • STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 10.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.320 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.70 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.3 Ap SCS (DECIMAL) CN A 0.70 0.80 0.500 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.47 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 52 0.40 4.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 183.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.18 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.942 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.45 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.-) = 9.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.394 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.52 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.67 3.71 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.500 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.04 FLOW VELOCITY(FEET/SEC.) = 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 183.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.39 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 2 3 (CFS) (MIN.) 5.08 11.03 4.59 10.18 4.67 9.90 Intensity (INCH/HR) 4.117 4.320 4.394 Fp(Fm) Ap (INCH/HR) 0.80( 0.36) 0.45 0.80( 0.40) 0.50 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Ae HEADWATER (ACRES) 1.5 1.3 1.3 NODE 180.00 190.00 192.00 • • CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.11 9.90 4.394 0.80( 0.38) 0.48 3.9 192.00 2 14.12 10.18 4.320 0.80( 0.38) 0.48 4.0 190.00 3 13.78 11.03 4.117 0.80( 0.38) 0.48 4.1 180.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.12 Tc(MIN.) = 10.18 EFFECTIVE AREA(ACRES) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.50 DOWNSTREAM ELEVATION(FEET) = 1289.90 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.30 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.57 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.62 SPLIT DEPTH(FEET) = 0.37 SPLIT FLOOD WIDTH(FEET) = 12.85 SPLIT FLOW(CFS) = 3.52 SPLIT VELOCITY(FEET/SEC.) = 2.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) 10.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.166 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 EFFECTIVE AREA(ACRES) = 4.08 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 14.12 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 • LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.166 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.78 EFFECTIVE AREA(ACRES) = 6.08 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 20.71 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER 1 2 3 (CFS) (MIN.) 20.82 10.53 20.71 10.81 20.08 11.66 Fp (Fm) (INCH/HR) (INCH/HR) 4.233 0.80( 0.38) 4.166 0.80( 0.38) 3.981 0.80( 0.38) Ap (ACRES) 0.48 6.0 0.48 6.1 0.48 6.2 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 20.82 Tc(MIN.) = 10.53 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = AREA -AVERAGED Ap = 0.48 EFFECTIVE AREA(ACRES) = 6.01 Ae HEADWATER NODE 192.00 190.00 180.00 0.80 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.90 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.58 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.58 RAINFALL INTENSITY(INCH/HR) = 4.22 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 6.01 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.82 • **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1292.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.896 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.393 SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE PUBLIC PARK RATE DATA(AMC III): SCS SOIL AREA GROUP (ACRES) A 0.40 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.80 0.850 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.34 Tc (MIN.) 9.90 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.10 DOWNSTREAM ELEVATION(FEET) = 1290.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 11.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.934 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 • LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.934 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.27 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.67 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.67 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.00 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 107.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 20.82 10.58 1 20.71 10.86 1 20.08 11.71 2 4.67 12.00 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 4.221 0.80( 0.38) 4.155 0.80( 0.38) 3.971 0.80( 0.38) 3.914 0.80( 0.47) Ap Ae (ACRES) 0.48 6.0 0.48 6.1 0.48 6.2 0.59 1.5 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO HEADWATER NODE 192.00 190.00 180.00 140.00 • • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER 1 2 3 4 Ap Ae HEADWATER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 25.31 10.58 4.221 0.80( 0.40) 0.50 7.3 192.00 25.24 10.86 4.155 0.80( 0.40) 0.50 7.4 190.00 24.72 11.71 3.971 0.80( 0.40) 0.50 7.7 180.00 24.44 12.00 3.914 0.80( 0.40) 0.50 7.7 140.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.31 Tc(MIN.) = 10.58 EFFECTIVE AREA(ACRES) = 7.33 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 25.31 10.58 4.221 0.80( 0.40) 2 25.24 10.86 4.155 0.80( 0.40) 3 24.72 11.71 3.971 0.80( 0.40) 4 24.44 12.00 3.914 0.80( 0.40) LONGEST FLOWPATH FROM NODE 180.00 TO NODE 0.50 0.50 0.50 0.50 107.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 47.80 11.19 4.081 0.80( 0.39) 2 48.28 12.26 3.864 0.80( 0.39) 3 48.28 12.29 3.857 0.80( 0.39) 4 47.38 14.58 3.482 0.80( 0.39) 5 47.20 14.85 3.444 0.80( 0.39) 6 47.09 14.94 3.432 0.80( 0.39) 7 46.74 15.15 3.403 0.80( 0.39) LONGEST ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 8 9 10 11 TOTAL 68.81 14.58 68.37 14.85 68.17 14.94 67.61 15.15 AREA(ACRES) = FLOWPATH FROM NODE 150.00 TO NODE FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 72.21 10.58 4.221 72.56 10.86 4.155 72.84 11.19 4.081 72.75 11.71 3.971 72.60 12.00 3.914 72.37 12.26 3.864 72.32 12.29 3.857 3.482 3.444 3.432 3.403 24.2 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 72.84 EFFECTIVE AREA(ACRES) = 21.14 Ap Ae (ACRES) 7.3 7.4 7.7 7.7 HEADWATER NODE 192.00 190.00 180.00 140.00 910.00 FEET. Ae HEADWATER (ACRES) NODE 0.49 13.6 170.00 0.49 14.7 160.00 0.49 14.7 162.00 0.49 16.3 150.00 0.49 16.4 100.00 0.49 16.5 130.00 0.49 16.5 120.00 107.00 = 1745.00 FEET. Fp(Fm) Ap (INCH/HR) 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Ae HEADWATER (ACRES) NODE 20.2 192.00 20.7 190.00 21.1 170.00 21.8 180.00 22.1 140.00 22.4 160.00 22.4 162.00 24.0 150.00 24.1 100.00 24.2 130.00 24.2 120.00 AS FOLLOWS: Tc(MIN.) = 11.190 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 24.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.30 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.82 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.84 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 12.02 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 ELEVATION DATA: UPSTREAM(FEET) = 1295.30 DOWNSTREAM(FEET) = 1292.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.891 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.033 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.09 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1290.70 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0:020 • • Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 10.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.164 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 3.62 Ap (DECIMAL) A 0.90 0.80 0.500 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.90 SUBAREA RUNOFF(CFS) = 3.05 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.4 PEAK FLOW RATE(CFS) = 4.75 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.70 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 11.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.40 0.80 0.850 52 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 • • SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 2.18 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.45 = 0.80 AREA -AVERAGED Ap = 0.57 2.1 PEAK FLOW RATE(CFS) = 6.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 8.68 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.68 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** 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.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.68 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 • • »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1288.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.738 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.533 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 6.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.85 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1288.10 DOWNSTREAM ELEVATION(FEET) = 1287.70 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 5.11 Tc(MIN.) = 11.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.943 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.3 SUBAREA RUNOFF(CFS) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 4.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 520.00 FEET. • • **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.943 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 SUBAREA AREA(ACRES) = 1.30 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.6 Fp Ap SCS (INCH/HR) (DECIMAL) CN .80 0.500 52 = 0.80 .500 SUBAREA RUNOFF(CFS) = 4.15 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.79 STREET FLOW TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.870 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) COMMERCIAL A 0.10 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.10 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.7 (INCH/HR) (DECIMAL) 0.80 0.100 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.34 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 8.47 Ap SCS CN 52 0.39 8.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 4.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 630.00 FEET. **************************************************************************** • • FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« MAINLINE Tc(MIN) = 12.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.870 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE A 1.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.06 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 12.53 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.53 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.30 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 109.00 = 660.00 FEET. **************************************************************************** FLOW. PROCESS FROM NODE 109.00 TO NODE 109.00 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.) = 12.30 RAINFALL INTENSITY(INCH/HR) = 3.86 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.53 ** CONFLUENCE DATA **• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.68 11.56 4.002 0.80( 0.44) 0.55 2.7 200.00 2 12.53 12.30 3.856 0.80( 0.39) 0.49 4.0 210.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.95 11.56 4.002 0.80( 0.41) 0.52 6.5 200.00 • • 2 20.85 12.30 3.856 0.80( 0.41) 0.51 6.7 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.95 Tc(MIN.) = 11.56 EFFECTIVE AREA(ACRES) = 6.46 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 6.7 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.90 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.95 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 108.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 20.95 12.42 3.834 0.80( 0.41) 0.52 2 20.85 13.15 3.704 0.80( 0.41) 0.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 108. ** MEMORY BANK # STREAM Q NUMBER (CFS) 1 72.21 2 72.56 3 72.84 4 72.75 5 72.60 6 72.37 7 72.32 8 68.81 9 68.37 10 68.17 11 67.61 LONGEST FLOWPATH FROM NODE ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 3 CONFLUENCE DATA ** Tc Intensity (MIN.) (INCH/HR) 11.41 4.033 11.69 3.975 12.02 3.909 12.54 3.811 12.83 3.760 13.09 3.715 13.12 3.709 15.44 15.71 15.80 16.01 Fp(Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 3.364 0.80( 0.39) 3.329 0.80( 0.39) 3.318 0.80( 0.39) 3.292 0.80( 0.39) 150.00 TO NODE Ap 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 108.00 = 2335.00 FEET. Ae HEADWATER (ACRES) NODE 6.5 200.00 6.7 210.00 00 = 1120.00 FEET. FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) Ap (CFS) (MIN.) (INCH/HR) (INCH/HR) 92.59 11.41 4.033 0.80( 0.40) 0.50 93.10 11.69 3.975 0.80( 0.40) 0.50 93.56 12.02 3.909 0.80( 0.40) 0.50 93.72 12.42 3.834 0.80( 0.40) 0.50 93.68 12.54 3.811 0.80( 0.40) 0.50 93.49 12.83 3.760 0.80( 0.40) 0.50 93.23 13.09 3.715 0.80( 0.40) 0.50 Ae (ACRES) 20.2 20.7 21.1 21.8 22.1 22.4 22.4 24.0 24.1 24.2 24.2 HEADWATER NODE 192.00 190.00 170.00 180.00 140.00 160.00 162.00 150.00 100.00 130.00 120.00 Ae HEADWATER (ACRES) NODE 26.1 192.00 26.7 190.00 27.4 170.00 28.1 200.00 28.3 180.00 28.7 140.00 29.0 160.00 • • • 8 93.17 13.12 3.709 0.80( 0.40) 0.50 29.1 162.00 9 93.13 13.15 3.704 0.80( 0.40) 0.50 29.1 210.00 10 87.51 15.44 3.364 0.80( 0.40) 0.50 30.7 150.00 11 86.85 15.71 3.329 0.80( 0.40) 0.50 30.8 100.00 12 86.58 15.80 3.318 0.80( 0.40) 0.50 30.9 130.00 13 85.86 16.01 3.292 0.80( 0.40) 0.50 30.9 120.00 TOTAL AREA(ACRES) = 30.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 93.72 Tc(MIN.) = 12.418 EFFECTIVE AREA(ACRES) = 28.09 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1276.90 DOWNSTREAM(FEET) = 1276.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.31 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.72 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.55 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 110.00 = 2425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.810 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.81 EFFECTIVE AREA(ACRES) = '29.39 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 32.2 PEAK FLOW RATE(CFS) = 93.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.780 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.720 SUBAREA Tc AND LOSS RATE DATA(AMC III): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.40 DOWNSTREAM ELEVATION(FEET) = 1299.40 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 12.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.825 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.8 4.19 Ap SCS (DECIMAL) CN A 1.20 0.80 0.500 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 52 5.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.825 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) Fp Ap SCS (INCH/HR) (DECIMAL) CN • COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 6.23 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.90 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.9 = 3.825 AREA (ACRES) Fp (INCH/HR) Ap SCS (DECIMAL) CN 0.90 0.80 0.500 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 52 9.00 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1299.40 DOWNSTREAM ELEVATION(FEET) = 1292.20 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8 0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS.CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 15.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.422 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.50 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 • • TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 9.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.422 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.82 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1286.20 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 16.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.211 SUBAREA LOSS DEVELOPMENT TYPE/ LAND USE COMMERCIAL SUBAREA AVERAGE SUBAREA AVERAGE RATE DATA(AMC III): SCS SOIL AREA Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.30 0.80 0.100 PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 PERVIOUS AREA FRACTION, Ap = 0.100 10.69 SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = SCS CN 52 .30 SUBAREA RUNOFF(CFS) = 0.85 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.32 = 0.80 AREA -AVERAGED Ap = 0.40 4.0 PEAK FLOW RATE(CFS) = 10.41 • END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.29 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1590.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 4.0 TC(MIN.) = 16.68 4.00 AREA -AVERAGED Fm(INCH/HR)= 0.32 0.80 AREA -AVERAGED Ap = 0.400 10.41 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 25 Year Storm Event * * Detention -Infiltration Baisn I Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:19 08/25/2012 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.795 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 10.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.295 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.50 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.109 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" 5.03 = 11.93 AREA Fp Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 5.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.50 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 6.61 • STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 13.67 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.866 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP_ (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 7.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.67 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.939 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.470 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.10 DOWNSTREAM ELEVATION(FEET) = 1297.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 11.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.20 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.0 2.49 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.56 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.42 PEAK FLOW RATE(CFS) = 2.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.58 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0 500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA. AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.85 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 • • STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 13.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.840 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 5.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.41 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.88 RAINFALL INTENSITY(INCH/HR) = 2.84 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.99 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.60 DOWNSTREAM(FEET) = 1297.70 = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 • • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.109 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.246 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 11.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.56 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) 13.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.878 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 • • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.57 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.11 13.67 2.866 0.80( 0.40) 0.50 3.2 100.00 2 5.99 13.88 2.840 0.80( 0.37) 0.47 2.7 120.00 3 4.02 13.57 2.878 0.80( 0.40) 0.50 1.8 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.06 13.57 2.878 0.80( 0.39) 0.49 7.6 130.00 2 17.07 13.67 2.866 0.80( 0.39) 0.49 7.7 100.00 3 16.98 13.88 2.840 0.80( 0.39) 0.49 7.7 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.07 Tc(MIN.) = 13.67 EFFECTIVE AREA(ACRES) = 7.66 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.70 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.39 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.57 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.39 SPLIT DEPTH(FEET) = 0.47 SPLIT FLOOD WIDTH(FEET) = 18.09 SPLIT FLOW(CFS) = 7.56 SPLIT VELOCITY(FEET/SEC.) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 • PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.23 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.798 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 7.96 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 17.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1287.30 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.85 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.25 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 14.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1286.00 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.795 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.83 • **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 10.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.376 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.37 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 11.62 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.159 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.20 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.5 3.76 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.55 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.45 PEAK FLOW RATE(CFS) = 0.36 3.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.97 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.62 RAINFALL INTENSITY(INCH/HR) = 3.16 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.347 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 6.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.614 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = 1 AREA -AVERAGED Fp(INCH/HR) = 0 TOTAL AREA(ACRES) = 1.4 AREA Fp = 9.29 GROUP (ACRES) (INCH/HR) 3.08 Ap (DECIMAL) SCS CN A 0.90 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.90 SUBAREA RUNOFF(CFS) = 2.60 .40 AREA -AVERAGED Fm(INCH/HR) = 0.40 .80 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 4.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.29 RAINFALL INTENSITY(INCH/HR) = 3.61 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.031 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.271 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 7.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) 9.31 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.608 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.60 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 153.00 = 515.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.31 RAINFALL INTENSITY(INCH/HR) = 3.61 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.76 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER 1 2 3 (CFS) (MIN.) (INCH/HR) (INCH/HR) 3.79 11.62 3.159 0.80( 0.36) 4.05 9.29 3.614 0.80( 0.40) 3.76 9.31 3.608 0.80( 0.40) 0.45 0.50 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 11.32 9.29 3.614 0.80( 0.38) 2 11.32 9.31 3.608 0.80( 0.38) 3 10.49 11.62 3.159 0.80( 0.38) Ap Ae (ACRES) 1.5 1.4 1.3 HEADWATER NODE 150.00 160.00 162.00 Ap Ae HEADWATER (ACRES) NODE 0.48 3.9 160.00 0.48 3.9 162.00 0.48 4.2 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.32 Tc(MIN.) = 9.29 EFFECTIVE AREA(ACRES) = 3.90 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.10 DOWNSTREAM ELEVATION(FEET) = 1294.10 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 17.07 12.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 10.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.312 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.57 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 11.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.91 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 11.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.153 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 12.33 Ap SCS (DECIMAL) CN A 0.40 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.40 SUBAREA RUNOFF(CFS) = 0.99 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.39 = 0.80 AREA -AVERAGED Ap = 0.49 5.2 PEAK FLOW RATE(CFS) = 12.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.34 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 • • LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 3.15 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.90 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.18 FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.70 DOWNSTREAM(FEET) = 1297.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.176 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.902 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 8.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.52 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.90 DOWNSTREAM ELEVATION(FEET) = 1295.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.92 3.91 • • AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 9.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.486 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.486 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED).««< UPSTREAM ELEVATION(FEET) = 1295.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.94 9.04 • AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 10.47 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.364 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) A 0.10 0.80 0.100 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 EFFECTIVE AREA(ACRES) = 3. AREA -AVERAGED Fp(INCH/HR) = 0. TOTAL AREA(ACRES) = 3.3 NOTE: PEAK FLOW RATE DEFAULTED SCS CN 52 SUBAREA RUNOFF(CFS) = 0.30 30 AREA -AVERAGED Fm(INCH/HR) = 0.39 80 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 8.89 TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.87 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 155.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 10.47 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 12.18 11.66 3.153 1 12.18 11.69 3.149 1 11.40 14.03 2.821 2 8.89 10.47 3.364 Fp (Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) Ap Ae (ACRES) 0.49 4.9 0.49 4.9 0.48 5.2 0.49 3.3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 20.66 2 20.45 3 20.43 4 18.67 TABLE ** Tc Intensity (MIN.) (INCH/HR) 10.47 3.364 11.66 3.153 11.69 3.149 14.03 2.821 Fp (Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) HEADWATER NODE 160.00 162.00 150.00 170.00 Ap Ae HEADWATER (ACRES) NODE 0.49 7.7 170.00 0.49 8.2 160.00 0.49 8.2 162.00 0.49 8.5 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.66 Tc(MIN.) = 10.47 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 0.39 1295.00 FEET. • NUMBER 1 2 3 LONGEST FLOWPATH FROM NODE ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 TOTAL AREA(ACRES) _ **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.66 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.60 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. ***********************************************'***************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM NUMBER 1 2 3 4 LONGEST STREAM CONFLUENCE DATA ** Q - Tc Intensity (CFS) (MIN.) (INCH/HR) 20.66 10.60 3.339 20.45 11.79 3.132 20.43 11.81 3.129 18.67 14.16 2.806 Fp(Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) FLOWPATH FROM NODE 150.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 17.24 14.39 2.780 0.80( 0.39) 17.25 14.48 2.769 0.80( 0.39) 17.16 14.70 2.744 0.80( 0.39) 100.00 TO NODE FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 36.34 10.60 3.339 36.66 11.79 3.132 36.66 11.81 3.129 35.83 14.16 2.806 35.71 14.39 2.780 35.63 14.48 2.769 35.36 14.70 2.744 16.5 Fp(Fm) (INCH/HR) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) 0.80( 0.39) Ap 0.49 0.49 0.49 0.49 106.00 Ap 0.49 0.49, 0.49 106.00 = Ap 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Ae HEADWATER (ACRES) NODE 7.7 170.00 8.2 160.00 8.2 162.00 8.5 150.00 = 1410.00 FEET. Ae HEADWATER (ACRES) NODE 7.9 130.00 8.0 100.00 8.0 120.00 1380.00 FEET. Ae HEADWATER (ACRES) NODE 13.5 170.00 14.7 160.00 14.7 162.00 16.3 150.00 16.4 130.00 16.5 100.00 16.5 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.66 Tc(MIN.) = 11.789 EFFECTIVE AREA(ACRES) = 14.68 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 0.39 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME. THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< • ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.66 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 12.58 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.889 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.986 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 2.93 • • STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 9.64 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.535 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.30 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 11.24 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.223 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. • FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.24 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.914 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 10.32 2.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.393 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 183.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.32 RAINFALL INTENSITY(INCH/HR) = 3.39 AREA-AVERAGED.Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.914 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 • • STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 10.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.455 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.93 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.58 2.86 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.64 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 183.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58 ** CONFLUENCE. DATA ** STREAM Q Tc NUMBER 1 2 3 (CFS) (MIN.) 3.87 11.24 3.50 10.32 3.58 10.01 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.223 0.80( 0.36) 3.393 0.80( 0.40) 3.455 0.80( 0.40) Ap Ae HEADWATER (ACRES) NODE 0.45 1.5 180.00 0.50 1.3 190.00 0.50 1.3 192.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. • • ** PEAK STREAM NUMBER 1 2 3 FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 10.77 10.01 3.455 0.80( 0.38) 0.48 10.77 10.32 3.393 0.80( 0.38) 0.48 10.48 11.24 3.223 0.80( 0.38) 0.48 Ap Ae HEADWATER (ACRES) NODE 3.9 192.00 4.0 190.00 4.1 180.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.77 Tc(MIN.) = 10.01 EFFECTIVE AREA(ACRES) = 3.90 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.50 DOWNSTREAM ELEVATION(FEET) = 1289.90 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20. FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.62 SPLIT DEPTH(FEET) = 0.14 SPLIT FLOOD WIDTH(FEET) SPLIT FLOW(CFS) = 0.14 SPLIT VELOCITY(FEET/SEC.) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 10.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.330 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 EFFECTIVE AREA(ACRES) = 4. AREA -AVERAGED Fp(INCH/HR) = 0. TOTAL AREA(ACRES) = 4.2 NOTE: PEAK FLOW RATE DEFAULTED 10.92 57 = 1.53 = 1.09 Ap SCS (DECIMAL) CN 0.100 52 SUBAREA RUNOFF(CFS) = 0.29 00 AREA -AVERAGED Fm(INCH/HR) = 0.38 80 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 10.77 TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.49 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 880.00 FEET. • **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.330 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.28 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 15.90 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.90 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.69 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.90 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.70 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.70 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 6.00 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.90 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1292.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.896 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.479 • SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 0.40 0.80 0.850 52 9.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.10 DOWNSTREAM ELEVATION(FEET) = 1290.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 12.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.096 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROi1 NODE 140.00 TO NODE 142.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.096 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN • RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.97 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.54 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.54 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.13 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 107.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 12.13 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 1 1 2 (CFS) (MIN.) 15.90 10.70 15.81 11.01 15.26 11.93 3.54 12.13 Intensity Fp(Fm) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 3.320 0.80( 0.38) 0.48 6.0 192.00 3.264 0.80( 0.38) 0.48 6.1 190.00 3.110 0.80( 0.38) 0.48 6.2 180.00 3.080 0.80( 0.47) 0.59 1.5 140.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 19.32 10.70 3.320 0.80( 0.40) 19.25 11.01 3.264 0.80( 0.40) 18.79 11.93 3.110 0.80( 0.40) 18.64 12.13 3.080 0.80( 0.40) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.32 Tc(MIN.) = Ap Ae (ACRES) 0.50 7.3 0.50 7.4 0.50 7.7 0.50 7.7 10.70 HEADWATER NODE 192.00 190.00 180.00 140.00 • EFFECTIVE AREA(ACRES) = 7.32 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.32 10.70 3.320 0.80( 0.40) 0.50 7.3 192.00 2 19.25 11.01 3.264 0.80( 0.40) 0.50 7.4 190.00 3 18.79 11.93 3.110 0.80( 0.40) 0.50 7.7 180.00 4 18.64 12.13 3.080 0.80( 0.40) 0.50 7.7 140.00 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.34 11.38 3.199 0.80( 0.39) 0.49 13.5 170.00 2 36.66 12.58 3.013 0.80( 0.39) 0.49 14.7 160.00 3 36.66 12.60 3.010 0.80( 0.39) 0.49 14.7 162.00 4 35.83 14.95 2.716 0.80( 0.39) 0.49 16.3 150.00 5 35.71 15.20 2.689 0.80( 0.39) 0.49 16.4 130.00 6 35.63 15.30 2.679 0.80( 0.39) 0.49 16.5 100.00 7 35.36 15.51 2.657 0.80( 0.39) 0.49 16.5 120.00 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 54.94 10.70 3.320 0.80( 0.39) 0.49 20.0 192.00 2 55.20 11.01 3.264 0.80( 0.39) 0.49 20.5 190.00 3 55.40 11.38 3.199 0.80( 0.39) 0.49 21.1 170.00 4 55.28 11.93 3.110 0.80( 0.39) 0.49 21.7 180.00 5 55.18 12.13 3.080 0.80( 0.39) 0.49 21.9 140.00 6 54.84 12.58 3.013 0.80( 0.39) 0.49 22.4 160.00 7 54.81 12.60 3.010 0.80( 0.39) 0.49 22.4 162.00 8 51.94 14.95 2.716 0.80( 0.39) 0.49 24.0 150.00 9 51.63 15.20 2.689 0.80( 0.39) 0.49 24.1 130.00 10 51.48 15.30 2.679 0.80( 0.39) 0.49 24.2 100.00 11 51.05 15.51 2.657 0.80( 0.39) 0.49 24.2 120.00 TOTAL AREA(ACRES) = 24.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.40 Tc(MIN.) = 11.384 EFFECTIVE AREA(ACRES) = 21.06 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 24.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.30 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 • • DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.78 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.40 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 12.30 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 ELEVATION DATA: UPSTREAM(FEET) = 1295.30 DOWNSTREAM(FEET) = 1292.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.891 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = .3.986 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.61 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1290.70 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 11.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.266 SUBAREA LOSS RATE DATA(AMC III): 2.78 • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Frn(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.70 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.139 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.40 0.80 0.850 52 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS L SUBAREA AVERAGE PERVIOUS AR SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = OSS RATE, Fp(INCH/HR) = 0.80 EA FRACTION, Ap = 0.700 .70 SUBAREA RUNOFF(CFS) = 1.63 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.45 = 0.80 AREA -AVERAGED Ap = 0.57 2.1 PEAK FLOW RATE(CFS) = 5.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 • »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.139 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.56 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** 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.) = 11.80 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1288.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.738 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.382 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc • • LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 6.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1288.10 DOWNSTREAM ELEVATION(FEET) = 1287.70 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 5.46 Tc(MIN.) = 12.19 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.070 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.16 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.84 FLOW VELOCITY(FEET/SEC.) = 1.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.19 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.070 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL • "5-7 DWELLINGS/ACRE" A 1.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.13 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 6.25 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 12.60 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.010 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 6.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.45 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.60 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.010 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.80 0.500 52 • • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 9.43 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.43 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.68 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 109.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 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.) _• 12.68 RAINFALL INTENSITY(INCH/HR) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.43 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.56 11.80 3.131 0.80( 0.44) 0.55 2.7 200.00 2 9.43 12.68 2.999 0.80( 0.39) 0.49 4.0 210.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.78 11.80 3.131 0.80( 0.41) 0.52 6.4 200.00 2 15.67 12.68 2.999 0.80( 0.41) 0.51 6.7 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.78 Tc(MIN.) = 11.80 EFFECTIVE AREA(ACRES) = 6.42 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 6.7 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************.************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 31 • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.90 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.78 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 108.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM NUMBER 1 2 LONGEST STREAM CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap Ae HEADWATER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 15.78 12.69 2.997 0.80( 0.41) 0.52 , 6.4 200.00 15.67 13.57 2.878 0.80( 0.41) 0.51 6.7 210.00 FLOWPATH FROM NODE 200.00 TO NODE 108.00 = 1120.00 FEET. ** MEMORY BANK # STREAM Q NUMBER 1 2 3 4 5 6 7 8 9 10 11 LONGEST ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL (CFS) 54.94 55.20 55.40 55.28 55.18 54.84 54.81 51.94 51.63 51.48 51.05 FLOWPATH FROM NODE 3 CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 11.61 3.161 0.80( 0.39) 11.92 3.112 0.80( 0.39) 12.30 3.054 0.80( 0.39) 12.85 2.975 0.80( 0.39) 13.04 2.949 0.80( 0.39) 13.49 2.889 0.80( 0.39) 13.51 2.886 0.80( 0.39) 15.87 2.621 0.80( 0.39) 16.12 2.597 0.80( 0.39) 16.21 2.587 0.80( 0.39) 16.43 2.567 0.80( 0.39) 150.00 TO NODE 0.49 0.49 0.49 0.49 0.49 0.49 0.49. 0.49 0.49 0.49 0.49 108 FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) Ap (CFS) (MIN.) (INCH/HR) (INCH/HR) 70.30 11.61 3.161 0.80( 0.40) 0.50 70.68 11.92 3.112 0.80( 0.40) 0.50 71.03 12.30 3.054 0.80( 0.40) 0.50 71.09 12.69 2.997 0.80( 0.40) 0.50 71.04 12.85 2.975 0.80( 0.40) 0.50 70.91 13.04 2.949 0.80( 0.40) 0.50 70.51 13.49 2.889 0.80( 0.40) 0.50 70.49 13.51 2.886 0.80( 0.40) 0.50 70.40 13.57 2.878 0.80( 0.40) 0.50 65.97 15.87 2.621 0.80( 0.40) 0.50 65.51 16.12 2.597 0.80( 0.40) 0.50 65.31 16.21 2.587 0.80( 0.40) 0.50 64.74 16.43 2.567 0.80( 0.40) 0.50 AREA(ACRES) = 30.9 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 71.09 EFFECTIVE AREA(ACRES) = 27.97 Ae HEADWATER 20.0 192.00 20.5 190.00 21.1 170.00 21.7 180.00 21.9 140.00 22.4 160.00 22.4 162.00 24.0 150.00 24.1 130.00 24.2 100.00 24.2 120.00 00 = 2335.00 FEET. Ae HEADWATER (ACRES) NODE 25.9 192.00 26.5 190.00 27.3 170.00 28.0 200.00 28.2 180.00 28.5 140.00 29.1 160.00 29.1 162.00 29.1 210.00 30.7 150.00 30.8 130.00 30.9 100.00 30.9 120.00 AS FOLLOWS: Tc(MIN.) = 12.688 AREA -AVERAGED Fm(INCH/HR) _ 0.40 • • AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1276.90 DOWNSTREAM(FEET) = 1276.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.70 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.09 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.83 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 110.00 = 2425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.83 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.978 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS A 1.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2 84 EFFECTIVE AREA(ACRES) = 29.27 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 32.2 PEAK FLOW RATE(CFS) = 71.09 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.780 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.738 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.80 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 • »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.40 DOWNSTREAM ELEVATION(FEET) = 1299.40 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.92 Tc(MIN.) = 12.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.996 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.81 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.21 3.21 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.996 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.20 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.0 Ap (DECIMAL) 0.100 .80 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.52 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 4.73 • **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 • • »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.996 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.9 SUBAREA RUNOFF(CFS) = 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 6.84 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1299.40 DOWNSTREAM ELEVATION(FEET) = 1292.20 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 15.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.668 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 0.50 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.50 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 3.4 7.42 Fp Ap (INCH/HR) (DECIMAL) 0.80 0.100 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.16 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.42 PEAK FLOW RATE(CFS) = 7.15 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.41 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC..) = 1.39 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< • MAINLINE Tc(MIN) = 15.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.668 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.61 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 7.76 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1286.20 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 17.21 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.497 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA 8.09 Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.30 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 7.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET/SEC.) = 3.52 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1590.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 4.0 TC(MIN.) = 17.21 4.00 AREA -AVERAGED Fm(INCH/HR)= 0.32 0.80 AREA -AVERAGED Ap = 0.400 7.84 • • • END OF RATIONAL METHOD ANALYSIS • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 10 Year Storm Event * Detention -Infiltration Baisn I Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:21 08/25/2012 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.152 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 Ap SCS Tc (DECIMAL) CN (MIN.) 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 10.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.717 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 2.53 Ap SCS (DECIMAL) CN A 1.00 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.00 SUBAREA RUNOFF(CFS) = 2.09 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.6 PEAK FLOW RATE(CFS) = 3.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.50 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200. **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 12.12 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.558 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.70 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.3 AREA . Fp 4.02 Ap SCS (ACRES) ' (INCH/HR) (DECIMAL) CN 0.70 0.80 0.500 52 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.36 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 4.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 3.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE , 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.50 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 5.26 • • • STREET FLOW TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 13.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.351 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.58 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 5.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.38 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.62 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.939 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.882 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.79 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.10 DOWNSTREAM ELEVATION(FEET) = 1297.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.48• Tc(MIN.) = 11.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.20 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.0 2.02 Ap SCS (DECIMAL) CN 0.100 52 0.80 SUBAREA RUNOFF(CFS) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.42 PEAK FLOW RATE(CFS) = 2.09 • END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.92 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT.TYPE/ SCS SOIL AREA Fp ' Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 3.91 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 • • • STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 14.09 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.40 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 4.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET/SEC.) = 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.09 RAINFALL INTENSITY(INCH/HR) = 2.34 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.60 DOWNSTREAM(FEET) = 1297.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.109 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.696 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 11.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 13.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.42 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 3.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 • • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.72 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.62 13.96 2.351 0.80( 0.40) 0.50 3.2 100.00 2 4.77 14.09 2.338 0.80( 0.37) 0.47 2.7 120.00 3 3.20 13.72 2.375 0.80( 0.40) 0.50 1.8 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.54 13.72 2.375 0.80( 0.39) 0.49 7.6 130.00 2 13.55 13.96 2.351 0.80( 0.39) 0.49 7.7 100.00 3 13.50 14.09 2.338 0.80( 0.39) 0.49 7.7 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.55 Tc(MIN.) = 13.96 EFFECTIVE AREA(ACRES) = 7.67 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.70 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.80 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20 57 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.39 SPLIT DEPTH(FEET) = 0.39 SPLIT FLOOD WIDTH(FEET) = 14.02 SPLIT FLOW(CFS) = 3.97 SPLIT VELOCITY(FEET/SEC.) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 • PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.51 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.51 EFFECTIVE AREA(ACRES) = 7.97 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 13.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.57 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL. TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1287.30 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.68 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 14.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.152 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.49 • • • **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 10.49 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.790 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.03. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 11.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.603. SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.45 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.10 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.78 RAINFALL INTENSITY(INCH/HR) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.610 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 6.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.45 **************************************************************************** • FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 9.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) 9.40 .* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.980 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.50 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.40 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< • • »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.031 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 7.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 9.43 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.975 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 153.00 = 515.00 FEET. ****************************************************************************. • • FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.43 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.03 11.78 2.603 0.80( 0.36) 0.45 1.5 150.00 2 3.25 9.40 2.980 0.80( 0.40) 0.50 1.4 160.00 3 3.02 9.43 2.975 0.80( 0.40) 0.50 1.3 162.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.09 9.40 2.980 0.80( 0.38) 0.48 3.9 160.00 2 9.09 9.43 2.975 0.80( 0.38) 0.48 3.9 162.00 3 8.39 11.78 2.603 0.80( 0.38) 0.48 4.2 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.09 Tc(MIN.) = 9.40 EFFECTIVE AREA(ACRES) = 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.10 DOWNSTREAM ELEVATION(FEET) = 1294.10 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.66 9.72 • AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 10.94 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.721 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80. 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.25 EFFECTIVE AREA(ACRES) = 4.49 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 9.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.51 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 11.91 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.586 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.79 EFFECTIVE AREA(ACRES) = 4.89 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 9.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 • • LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.91 RAINFALL INTENSITY(INCH/HR) = 2.59 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.68 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.70 DOWNSTREAM(FEET) = 1297.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.176 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.240 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 8.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 I•S CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.90 DOWNSTREAM ELEVATION(FEET) = 1295.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.93 3.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 9.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.879 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.00 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.8 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.23 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 0.40 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.879 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.13 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 7.14 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1295.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.75 7.27 • • s AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 10.60 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.773 SUBAREA LOSS RATE DATA(AMC III):' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 7.14 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.61. FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 155.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 10.60 RAINFALL INTENSITY(INCH/HR) = 2.77 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 1 1 2 (CFS) (MIN.) 9.68 11.91 9.68 11.93 9.02 14.33 7.14 10.60 7.14 Intensity Fp(Fm) Ap (INCH/HR) (INCH/HR) 2.586 0.80( 0.39) 0.49 2.583 0.80( 0.39) 0.49 2.314 0.80( 0.39) 0.48 2.773 0.80( 0.39) 0.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER TABLE Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 16.50 10.60 2.773 0.80( 0.39) 2 16.27 11.91 2.586 0.80( 0.39) 3 16.26 11.93 2.583 0.80( 0.39) 4 14.79 14.33 2.314 0.80( 0.39) ** Ae HEADWATER (ACRES) NODE 4.9 160.00 4.9 162.00 5.2 150.00 3.3 170.00 Ap Ae (ACRES) 0.49 7.7 0.49 8.2 0.49 8.2 0.49 8.5 HEADWATER NODE 170.00 160.00 162.00 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.50 Tc(MIN.) = 10.60 EFFECTIVE AREA(ACRES) = 7.66 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. • **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.50 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.73 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 2 3 Q Tc Intensity (CFS) (MIN.) 16.50 10.73 16.27 12.04 16.26 12.07 Fp(Fm) Ap (INCH/HR) (INCH/HR) 2.752 0.80( 0.39) 0.49 2.569 0.80( 0.39) 0.49 2.566 0.80( 0.39) 0.49 4 14.79 14.47 2.301 0.80( 0.39) 0.49 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 13.67 14.55 2.293 0.80( 0.39) 2 13.68 14.79 2.271 0.80( 0.39) 3 13.64 14.92 2.259 0.80( 0.39) LONGEST FLOWPATH FROM NODE 100.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 29.02 10.73 2 29.22 12.04 3 29.22 12.07 4 28.44 14.47 5 28.40 14.55 6 28.24 14.79 7 28.10 14.92 TOTAL AREA(ACRES) = Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.752 0.80( 0.39) 2.569 0.80( 0.39) 2.566 0.80( 0.39) 2.301 0.80( 0.39) 2.293 0.80( 0.39) 2.271 0.80( 0.39) 2.259 0.80( 0.39) 16.5 0.49 0.49 0.49 0.49 0.49 0.49 0.49 Ae HEADWATER (ACRES) NODE 7.7 170.00 8.2 160.00 8.2 162.00 8.5 150.00 1410.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.49 7.9 130.00 0.49 8.0 100.00 0.49 8.0 120.00 106.00 = 1380.00 FEET. Ap Ae (ACRES) 13.5 14.7 14.7 16.3 16.4 16.5 16.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.22 Tc(MIN.) = 12.040 EFFECTIVE AREA(ACRES) = 14.71 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = HEADWATER NODE 170.00 160.00 162.00 150.00 130.00 100.00 120.00 0.39 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< • • • ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.71 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.22 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 12.87 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************'************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.889 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.311 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCTOF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 2.37 • STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 9.71 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LO SUBAREA AVERAGE PERVIOUS AR SUBAREA AREA(ACRES) = 0. EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = Ap SCS (DECIMAL) CN A 0.70 0.80 0.500 52 SS RATE, Fp(INCH/HR) = 0.80 EA FRACTION, Ap = 0.500 70 SUBAREA RUNOFF(CFS) = 1.59 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 0.80 AREA -AVERAGED Ap = 0.50 1.3 PEAK FLOW RATE(CFS) = 2.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.30 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.40 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.654 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 1 AREA -AVERAGED Fp(INCH/HR) = 0 TOTAL AREA(ACRES) = 1.5 3.19 A 0.20 0.80 0.100 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.46 .50 AREA -AVERAGED Fm(INCH/HR) = 0.36 .80 AREA -AVERAGED Ap = 0.45 PEAK FLOW RATE(CFS) = 3.10 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** • FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT, STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY(INCH/HR) = 2.65 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.251 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.54 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 10.44 2.30 • * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.799 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 183.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM 'FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.44 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.251 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.54 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 • STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 9.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 10.11 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.853 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 2.32 Ap SCS (DECIMAL) CN A 0.70 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.70 SUBAREA RUNOFF(CFS) = 1.55 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.3 PEAK FLOW RATE(CFS) = 2.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.65 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 183.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.11 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 3.10 11.40 2.654 2 2.81 10.44 2.799 3 2.87 10.11 2.853 FP (Fm) Ap (INCH/HR) 0.80( 0.36) 0.45 0.80( 0.40) 0.50 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. Ae HEADWATER (ACRES) NODE 1.5 180.00 1.3 190.00 1.3 192.00 • • ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.64 10.11 2.853 0.80( 0.38) 0.48 3.9 192.00 2 8.64 10.44 2.799 0.80( 0.38) 0.48 4.0 190.00 3 8.38 11.40 2.654 0.80( 0.38) 0.48 4.1 180.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.64 Tc(MIN.) = 10.11 EFFECTIVE AREA(ACRES) = 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.50 DOWNSTREAM ELEVATION(FEET) = 1289.90 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 10.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.745 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 3.99 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 8.64 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.40 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< • MAINLINE Tc(MIN) = 10.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.745 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.23 EFFECTIVE AREA(ACRES) = 5.99 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 12.73 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.90 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.73 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.83 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.83 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.73 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1292.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.896 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.890 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ,(MIN.) PUBLIC PARK A 0.40 0.80 0.850 52 9.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 • • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) _ 0.80 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.10 DOWNSTREAM ELEVATION(FEET) = 1290.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 12.15 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.555 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.1 SUBAREA RUNOFF(CFS) = 1.36 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.63 PEAK FLOW RATE(CFS) = 2.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.57 FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.15 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.555 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.78 • EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.81 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.81 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 107.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 12.26 RAINFALL INTENSITY(INCH/HR) = 2.54 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 12.73 10.83 2.737 1 12.64 11.16 2.688. 1 12.17 12.13 2.557 2 2.81 12.26 2.541 Fp(Fm) Ap (INCH/HR) 0.80( 0.38) 0.48 0.80( 0.38) 0.48 0.80( 0.38) 0.48 0.80( 0.47) 0.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 15.45 10.83 2.737 2 15.38 11.16 2.688 3 14.98 12.13 2.557 4 14.90 12.26 2.541 Fp(Fm) (INCH/HR) 0.80( 0.40) 0.80( 0.40) 0.80( 0.40) 0.80( 0.40) Ae (ACRES) 6.0 6.1 6.2 1.5 Ap Ae (ACRES) 0.50 7.3 0.50 7.4 0.50 7.7 0.50 7.7 HEADWATER NODE 192.00 190.00 180.00 140.00 HEADWATER NODE 192.00 190.00 180.00 140.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.45 Tc(MIN.) = 10.83 EFFECTIVE AREA(ACRES) = 7.31 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. • • **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 15.45 10.83 2.737 0.80( 0.40) 2 15.38 11.16 2.688 0.80( 0.40) 3 14.98 12.13 2.557 0.80( 0.40) 4 14.90 12.26 2.541 0.80( 0.40) LONGEST FLOWPATH FROM NODE 180.00 TO NODE 0.50 0.50 0.50 0.50 107.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 29.02 11.57 2.632 0.80( 0.39) 0.49 2 29.22 12.87 2.468 0.80( 0.39) 0.49 3 29.22 12.90 2.465 0.80( 0.39) 0.49 4 28.44 15.30 2.224 0.80( 0.39) 0.49 5 28.40 15.39 2.217 0.80( 0.39) 0.49 6 28.24 15.62 2.197 0.80( 0.39) 0.49 7 28.10 15.76 2.186 0.80( 0.39) 0.49 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107 ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 8 9 10 11 TOTAL 41.04 15.39 40.75 15.62 40.53 15.76 AREA(ACRES) = FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) Ap (CFS) (MIN.) (INCH/HR) (INCH/HR) 43.91 10.83 2.737 0.80( 0.39) 0.49 44.10 11.16 2.688 0.80( 0.39) 0.49 44.23 11.57 2.632 0.80( 0.39) 0.49 44.08 12.13 2.557 0.80( 0.39) 0.49 44.02 12.26 2.541 0.80( 0.39) 0.49 43.61 12.87 2.468 0.80( 0.39) 0.49 43.58 12.90 2.465 0.80( 0.39) 0.49 41.13 15.30 2.224 0.80( 0.39) 0.49 2.217 0.80( 0.39) 0.49 2.197 0.80( 0.39) 0.49 2.186 0.80( 0.39) 0.49 24.2 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 44.23 EFFECTIVE AREA(ACRES) = 21.01 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 24.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE Ae HEADWATER (ACRES) NODE 7.3 192.00 7.4 190.00 7.7 180.00 7.7 140.00 910.00 FEET. Ae (ACRES) 13.5 14.7 14.7 16.3 16.4 16.5 16.5 HEADWATER NODE 170.00 160.00 162.00 150.00 130.00 100.00 120.00 .00 = 1745.00 FEET. Ae (ACRES) 19.9 20.4 21.0 21.7 21.8 22.4 22.4 24.0 24.1 24.2 24.2 HEADWATER NODE 192.00 190.00 170.00 180.00 140.00 160.00 162.00 150.00 130.00 100.00 120.00 AS FOLLOWS: Tc(MIN.) = 11.565 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.30 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.48 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.23 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 12.50 • LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 ELEVATION DATA: UPSTREAM(FEET) = 1295.30 DOWNSTREAM(FEET) = 1292.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.891 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.310 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA. Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1290.70 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) = 11.18 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.686 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 2.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.46 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.70 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) =. 3.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 11.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.40 0.80 0.850 52 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.27 EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.20 FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 700.00 FEET. ****************.************************************************************ FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 • • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.7 SUBAREA RUNOFF(CFS) = 1.18 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Ap = 0.55 PEAK FLOW RATE(CFS) = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE. (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.20 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.02 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** 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.) = 12.02 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1288.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.738 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.639 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 6.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 Tc (MIN.) • SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.17 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1288.10 DOWNSTREAM ELEVATION(FEET) = 1287.70 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 5.76 Tc(MIN.) = 12.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.512 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.36 FLOW VELOCITY(FEET/SEC.) = 1.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.512 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.80, 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 • • AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 4.95 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)< «< UPSTREAM ELEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section'= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 12.93 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.462 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.21 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 5.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.93 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.462 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 • • TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 7.46 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.19 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.46 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 109.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 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.) = 13.01 RAINFALL INTENSITY(INCH/HR) = 2.45 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.46. ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.20 12.02 2 7.46 13.01 Intensity Fp(Fm) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 2.571 0.80( 0.44) 0.55 2.7 200.00 2.452 0.80( 0.39) 0.49 4.0 210.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 12.49 12.02 2.571 2 12.36 13.01 2.452 Fp(Fm) Ap (INCH/HR) 0.80( 0.41) 0.52 0.80( 0.41) 0.51 Ae (ACRES) 6.4 6.7 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.49 Tc(MIN.) = 12.02 EFFECTIVE AREA(ACRES) = 6.40 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 6.7 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = HEADWATER NODE 200.00 210.00 = 0.41 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.90 DOWNSTREAM(FEET) = 1276.90 • • FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPE-FLOW(CFS) = 12.49 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 108.00 = NUMBER OF PIPES = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc -Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 12.49 12.97 2.456 0.80( 0.41) 2 12.36 13.96 2.350 0.80( 0.41) LONGEST FLOWPATH FROM NODE 200.00 TO NODE ** MEMORY STREAM NUMBER 1 2 3 4 5 6 7 8 9 10 11 LONGEST BANK # Q (CFS) 43.91 44.10 44.23 44.08 44.02 43.61 43.58 41.13 41.04 40.75 40.53 FLOWPATH Ap (ACRES) 0.52 6.4 0.51 6.7 108.00 = 1120.00 FEET. 3 CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap (MIN.) (INCH/HR) (INCH/HR) 11.77 2.604 0.80( 0.39) 0.49 12.10 2.561 0.80( 0.39) 0.49 12.50 2.511 0.80( 0.39) 0.49 13.07 2.445 0.80( 0.39) 0.49 13.20- 2.431 0.80( 0.39) 0.49 13.81 2.366 0.80( 0.39) 0.49 13.84 2.363 0.80( 0.39) 0.49 16.28 2.144 0.80( 0.39) 0.49 16.36 2.137 0.80( 0.39) 0.49 16.60 2.119 0.80( 0.39) 0.49 16.73 2.109 0.80( 0.39) 0.49 FROM NODE Ae HEADWATER NODE 200.00 210.00 Ae HEADWATER (ACRES) NODE 19.9 192.00 20.4 190.00 21.0 170.00 21.7 180.00 21.8 140.00 22.4 160.00 22.4 162.00 24.0 150.00 24.1 130.00 24.2 100.00 24.2 120.00 150.00 TO NODE 108.00 = 2335.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 56.05 11.77 2.604 2 56.34 12.10 2.561 3 56.59 12.50 2.511 4 56.59 12.97 2.456 5 56.56 13.07 2.445 6 56.48 13.20 2.431 7 55.99 13.81 2.366 8 55.96 13.84 2.363 9 55.82 13.96 2.350 10 52.18 16.28 2.144 11 52.05 16.36 2.137 12 51.64 16.60 2.119 13 51.35 16.73 2.109 TOTAL AREA(ACRES) = 30.9 Fp(Fm) Ap (INCH/HR) 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Ae HEADWATER (ACRES) NODE 25.7 192.00 26.4 190.00 27.2 170.00 28.0 200.00 28.1 180.00 28.3 140.00 29.1 160.00 29.1 162.00 29.2 210.00 30.7 150.00 30.8 130.00 30.9 100.00 30.9 120.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.59 Tc(MIN.) = 12.974 EFFECTIVE AREA(ACRES) = 27.97 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** • FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1276.90 DOWNSTREAM(FEET) = 1276.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.59 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 13.12 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 110.00 = 2425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.12 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) = 29.27 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 32.2 PEAK FLOW RATE(CFS) = 56.59 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.780 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.105 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.40 DOWNSTREAM ELEVATION(FEET) = 1299.40 • STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 4.14 Tc(MIN.) = 12.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.463 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 3.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.463 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.77 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.463 SUBAREA LOSS RATE DATA(AMC III): • • DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = • Ap SCS (DECIMAL) CN A 0.90 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.90 SUBAREA RUNOFF(CFS) = 1.67 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.38 = 0.80 AREA -AVERAGED Ap = 0.47 2.9 PEAK FLOW RATE(CFS) = 5.45 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1299.40 DOWNSTREAM ELEVATION(FEET) = 1292.20 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 15.79 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.183 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.50 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 5.92 SCS CN 52 .50 SUBAREA RUNOFF(CFS) = 0.95 3.40 AREA -AVERAGED Fm(INCH/HR) = 0.33 = 0.80 AREA -AVERAGED Ap = 0.42 3.4 PEAK FLOW RATE(CFS) = 5.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.09 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<' MAINLINE Tc(MIN) = 15.79 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.183 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • • LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) (DECIMAL) CN A 0.30 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.30 SUBAREA RUNOFF(CFS) = 0.48 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.34 = 0.80 AREA -AVERAGED Ap = 0.42 3.7 PEAK FLOW RATE(CFS) = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1286.20 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 17.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.039 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.30 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.53 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 6.41 SCS CN 52 6.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1590.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 4.0 TC(MIN.) = 17.69 4.00 AREA -AVERAGED Fm(INCH/HR)= 0.32 0.80 AREA -AVERAGED Ap = 0.400 6.20 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ***** * Tr. 17885 Developed Condition * 2 Year Storm Event * Detention -Infiltration Baisn I Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:26 08/25/2012 ******************** * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* - USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) = 1308.80 • • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.090 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 11.24 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.775 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 1.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • • • UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.50 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 12.56 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.661 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.57 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.50 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 3.07 • STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 14.65 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.515 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 3.22. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.83 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.65 RAINFALL INTENSITY(INCH/HR) = 1.51 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.22 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.939 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.09 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • UPSTREAM ELEVATION(FEET) = 1301.10 DOWNSTREAM ELEVATION(FEET) = 1297.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 4.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.41 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 11.55 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.747 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 4.46 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.55 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.747 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" AREA (ACRES) Fp Ap (INCH/HR) (DECIMAL) SCS CN A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.9 SUBAREA RUNOFF(CFS) = 1.09 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 2.36 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 • STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 14.54 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.522 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.81 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 2.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 ELEVATION DATA: UPSTREAM(FEET) = 1301.60 DOWNSTREAM(FEET) = 1297.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.109 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.788 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) _ 1.25 Ap SCS Tc (DECIMAL) CN (MIN.) 52 11.11 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 104.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.70 DOWNSTREAM ELEVATION(FEET) = 1293.70 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.553 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL GROUP 1.67 = 14.06 AREA Fp Ap SCS LAND USE (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.83 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 1.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.06 RAINFALL INTENSITY(INCH/HR) = 1.55 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.22 14.65 1.515 0.80( 0.40) 0.50 3.2 100.00 2 2.79 14.54 1.522 0.80( 0.37) 0.47 2.7 120.00 3 1.87 14.06 1.553 0.80( 0.40) 0.50 1.8 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.83 14.06 1.553 0.80( 0.39) 0.49 7.5 130.00 2 7.82 14.54 1.522 0.80( 0.39) 0.49 7.7 120.00 3 7.80 14.65 1.515 0.80( 0.39) 0.49 7.7 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.83 Tc(MIN.) = 14.06 EFFECTIVE AREA(ACRES) = 7.48 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.70 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 14.64 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.515 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS • • • LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 7.78 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 7.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.32 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1287.30 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.88 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 14.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.20 DOWNSTREAM(FEET) 1308.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.563 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.090 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL. "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< • UPSTREAM ELEVATION(FEET) = 1308.80 DOWNSTREAM ELEVATION(FEET) = 1306.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 10.73 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.826 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 1.36 Ap SCS (DECIMAL) CN A 0.70 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.70 SUBAREA RUNOFF(CFS) = 0.90 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.3 PEAK FLOW RATE(CFS) = 1.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.31 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1306.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 1.82 • PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 12.15 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.694 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.29 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 1.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.18 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««C TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.15 RAINFALL INTENSITY(INCH/HR) = 1.69 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.394 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 6.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.90 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 9.71 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.938 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = SCS CN 52 .90 SUBAREA RUNOFF(CFS) = 1.25 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.4 PEAK FLOW RATE(CFS) = 1.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.25 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0 60 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.71 RAINFALL INTENSITY(INCH/HR) = 1.94 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.80 DOWNSTREAM(FEET) = 1303.00 • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.031 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.353 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 7.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1303.00 DOWNSTREAM ELEVATION(FEET) = 1300.10 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 9.69 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.941 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.25 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.85 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 153.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< • TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.69 RAINFALL INTENSITY(INCH/HR) = 1.94 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.81 12.15 1.694 0.80( 0.36) 0.45 1.5 150.00 2 1.94 9.71 1.938 0.80( 0.40) 0.50 1.4 160.00 3 1.81 9.69 1.941 0.80( 0.40) 0.50 1.3 162.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.45 9.69 1.941 0.80( 0.38) 0.48 3.9 162.00 2 5.45 9.71 1.938 0.80( 0.38) 0.48 3.9 160.00 3 4.96 12.15 1.694 0.80( 0.38) 0.48 4.2 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.45 Tc(MIN.) = 9.69 EFFECTIVE AREA(ACRES) = 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1300.10 DOWNSTREAM ELEVATION(FEET) = 1294.10 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 11.43 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.757 SUBAREA LOSS RATE DATA(AMC III): 5.82 • DEVELOPMENT TYPE/ S LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = CS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN A 0.60 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.60 SUBAREA RUNOFF(CFS) = 0.73 4.49 AREA -AVERAGED Fm(INCH/HR) = 0.39 = 0.80 AREA -AVERAGED Ap = 0.49 4.8 PEAK FLOW RATE(CFS) = 5.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 12.54 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.663 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.46 EFFECTIVE AREA(ACRES) = 4.89 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 5.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.26 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.62 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.70 DOWNSTREAM(FEET) = 1297.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.176 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.149 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 8.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.90 DOWNSTREAM ELEVATION(FEET) = 1295.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 10.17 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.885 SUBAREA LOSS RATE DATA(AMC III): 1.93 • • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.74 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.17 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.885 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.87 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 4.28 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 155.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1295.10 DOWNSTREAM ELEVATION(FEET) = 1292.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 10.90. * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.809 SUBAREA LOSS RATE DATA(AMC III): 4.36 • • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 4.28 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.07 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 155.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 10.90 RAINFALL INTENSITY(INCH/HR) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.62 12.54 1.663 0.80( 0.39) 0.49 4.9 162.00 1 5.61 12.56 1.661 0.80( 0.39) 0.49 4.9 160.00 1 5.17 15.06 1.490 0.80( 0.39) 0.48 5.2 150.00 2 4.28 10.90 1.809 0.80( 0.39) 0.49 3.3 170.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.72 10.90 1.809 0.80( 0.39) 0.49 7.6 170.00 2 9.46 12.54 1.663 0.80( 0.39) 0.49 8.2 162.00 3 9.45 12.56 1.661 0.80( 0.39) 0.49 8.2 160.00 4 8.49 15.06 1.490 0.80( 0.39) 0.49 8.5 150.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.72 Tc(MIN.) = 10.90 EFFECTIVE AREA(ACRES) = 7.55 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 8.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 1295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< • • »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.72 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.05 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 9.72 11.05 1.794 0.80( 0.39) 0.49 2 9.46 12.69 1.651 0.80( 0.39) 0.49 3 9.45 12.71 1.649 0.80( 0.39) 0.49 4 8.49 15.21 1.481 0.80( 0.39) 0.49 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = ** MEMORY BANK # STREAM Q NUMBER (CFS) 1 7.88 2 7.87 3 7.84 LONGEST FLOWPATH FROM NODE ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 TOTAL 1 CONFLUENCE DAT Intensity (MIN.) (INCH/HR) 14.95 1.496 15.43 1.468 15.54 1.462 100.0 FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 17.11 11.05 1.794 17.08 12.69 1.651 17.08 12.71 1.649 16.47 14.95 1.496 16.36 15.21 1.481 16.26 15.43 1.468 16.19 15.54 1.462 AREA(ACRES) = 16.5 TA ** Fp(Fm) Ap (INCH/HR) 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0 TO NODE Ae HEADWATER (ACRES) NODE 7.6 170.00 8.2 162.00 8.2 160.00 8.5 150.00 1410.00 FEET. Ae HEADWATER (ACRES) NODE 7.8 130.00 8.0 120.00 8.0 100.00 106.00 = 1380.00 FEET. Fp(Fm) Ap (INCH/HR) 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 Ae HEADWATER (ACRES) NODE 13.3 170.00 14.8 162.00 14.8 160.00 16.2 130.00 16.4 150.00 16.5 120.00 16.5 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.11 Tc(MIN.) = 11.047 EFFECTIVE AREA(ACRES) = 13.30 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 106.00 = 1410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES • PIPE -FLOW VELOCITY(FEET/SEC.) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.11 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 12.00 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 1302.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)J**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.889 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.196 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1293.30 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS).= 1.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 9.93 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) (DECIMAL) CN A 0.70 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.70 SUBAREA RUNOFF(CFS) = 0.95 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.3 PEAK FLOW RATE(CFS) = 1.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.51 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.30 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 11.84 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.721 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 1.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.57 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< • • TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 1.72 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.156 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1293.10 DOWNSTREAM ELEVATION(FEET) = 1290.50 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 10.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN • RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.68 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 183.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.70 RAINFALL INTENSITY(INCH/HR) = 1.83 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.50 DOWNSTREAM(FEET) = 1293.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.133 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.156 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 8.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 3 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 1293. STREET LENGTH(FEET) = 260.00 STREET HALFWIDTH(FEET) = 18.00 10 DOWNSTREAM ELEVATION(FEET) = 1290.50 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 • INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 10.33 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.56 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 183.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.33 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.84 11.84 1.721 0.80( 0.36) 0.45 1.5 180.00 2 1.67 10.70 1.829 0.80( 0.40) 0.50 1.3 190.00 3 1.72 10.33 1.868 0.80( 0.40) 0.50 1.3 192.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE • • 2 3 5.16 10.33 1.868 0.80( 0.38) 0.48 5.15 10.70 1.829 0.80( 0.38) 0.48 4.94 11.84 1.721 0.80( 0.38) 0.48 3.9 4.0 4.1 192.00 190.00 180.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.16 Tc(MIN.) = 10.33 EFFECTIVE AREA(ACRES) = 3.86 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.50 DOWNSTREAM ELEVATION(FEET) = 1289.90 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 11.09 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.790 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.15 EFFECTIVE AREA(ACRES) = 3.96 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 5.16 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.96 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.09 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.790 SUBAREA LOSS RATE DATA(AMC III): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.51 EFFECTIVE AREA(ACRES) = 5.96 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 7.55 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.90 DOWNSTREAM(FEET) = 1284.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.55 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.15 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 RAINFALL INTENSITY(INCH/HR). = 1.78 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA-AVERAGED.Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 5.96 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.55 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1292.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.896 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.917 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 0.40 0.80 0.850 52 9.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.45 • • **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.10 DOWNSTREAM ELEVATION(FEET) = 1290.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 12.42 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.672 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT.TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.42 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.672 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 SUBAREA AREA(ACRES) = 0.40 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.5 Ap SCS (DECIMAL) CN .80 0.500 52 = 0.80 .500 SUBAREA RUNOFF(CFS) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.59 PEAK FLOW RATE(CFS) = 1.62 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1285.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.62 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.55 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 107.00 = = 1284.30 1 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 12.55 RAINFALL INTENSITY(INCH/HR) = 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 7.55 11.15 1.784 1 7.48 11.51 1.750 1 7.12 12.66 1.653 2 1.62 12.55 1.662 RAINFALL INTENSITY AND TIME 1.62 Fp (Fm) (INCH/HR) 0.80( 0.38) 0.80( 0.38) 0.80( 0.38) 0.80( 0.47) Ap Ae (ACRES) 0.48 6.0 0.48 6.1 0.48 6.2 0.59 1.5 OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 9.14 2 9.08 3 8.77 4 8.72 TABLE ** Tc Intensity (MIN.) (INCH/HR) 11.15 1.784 11.51 1.750 12.55 1.662 12.66 1.653 HEADWATER NODE 192.00 190.00 180.00 140.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.80( 0.40) 0.50 7.3 192.00 0.80( 0.40) 0.50 7.4 190.00 0.80( 0.40) 0.50 7.7 140.00 0.80( 0.40) 0.50 7.7 180.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.14 Tc(MIN.) = 11.15 EFFECTIVE AREA(ACRES) = 7.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 107.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 • »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 9.14 11.15 1.784 0.80( 0.40) 2 9.08 11.51 1.750 0.80( 0.40) 3 8.77 12.55 1.662 0.80( 0.40) 4 8.72 12.66 1.653 0.80( 0.40) LONGEST FLOWPATH FROM NODE 180.00 TO NODE ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 17.11 12.00 1.707 0.80( 0.39) 2 17.08 13.64 1.581 0.80( 0.39) 3 17.08 13.66 1.579 0.80( 0.39) 4 16.47 15.91 1.441 0.80( 0.39) 5 16.36 16.17 1.427 0.80( 0.39) 6 16.26 16.39 1.416 0.80( 0.39) 7 16.19 16.50 1.410 0.80( 0.39) LONGEST FLOWPATH FROM NODE 150.00 TO NODE ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 8 9 10 11 TOTAL 23.72 15.91 23.51 16.17 23.33 16.39 23.22 16.50 AREA(ACRES) = FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 25.96 11.15 1.784 26.03 11.51 1.750 26.04 12.00 1.707 25.87 12.55 1.662 25.82 12.66 1.653 25.30 13.64 1.581 25.29 13.66 1.579 1.441 1.427 1.416 1.410 24.2 Ap Ae HEADWATER (ACRES) NODE 0.50 0.50 0.50 0.50 107.00 = 7.3 7.4 7.7 7.7 192.00 190.00 140.00 180.00 910.00 FEET. Ap Ae HEADWATER 0.49 0.49 0.49 0.49 0.49 0.49 0.49 107. Fp(Fm) Ap (INCH/HR) 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.39) 0.49 0.80( 0.80( 0.80( 0.80( 0.39) 0.39) 0.39) 0.39) 0.49 0.49 0.49 0.49 (ACRES) 13.3 14.8 14.8 16.2 16.4 16.5 16.5 00 = 1745.00 FEET. NODE 170.00 162.00 160.00 130.00 150.00 120.00 100.00 Ae HEADWATER (ACRES) NODE 19.7 192.00 20.2 190.00 20.9 170.00 21.5 140.00 21.6 180.00 22.5 162.00 22.5 160.00 23.9 130.00 24.1 150.00 24.2 120.00 24.2 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.04 Tc(MIN.) = 11.998 EFFECTIVE AREA(ACRES) = 20.85 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 24.2 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 107.00 = 1745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.30 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.18 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.04 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 13.07 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** • FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 ELEVATION DATA: UPSTREAM(FEET) = 1295.30 DOWNSTREAM(FEET) = 1292.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.891 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.195 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1290.70 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 11.56 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.746 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.09 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 1.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.70 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 12.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.670 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.40 0.80 0.850 52 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 2.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.04 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.670 SUBAREA LOSS RATE DATA(AMC III): _ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN • • RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = A 0.60 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 0.60 SUBAREA RUNOFF(CFS) = 0.69 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.44 = 0.80 AREA -AVERAGED Ap = 0.55 2.7 PEAK FLOW RATE(CFS) = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** 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.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 1.67 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 1292.50 DOWNSTREAM(FEET) = 1288.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.738 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.414 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 0.500 52 6.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.73 • **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1288.10 DOWNSTREAM ELEVATION(FEET) = 1287.70 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.29 STREET FLOW TRAVEL TIME(MIN.) = 6.48 Tc(MIN.) = 13.22 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.611 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.34 FLOW VELOCITY(FEET/SEC.) = 0.87 DEPTH*VELOCITY(FT*FT/SEC.) = 0.31 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.22 * 2 YEAR RAINFALL INTENSITY(INCH/HR) =, 1.611 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.42 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 2.84 • • **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 1286.90 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.577 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.13 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 2.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.577 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.30 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 4.0 SUBAREA RUNOFF(CFS) = 1.38 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 4.27 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1281.20 DOWNSTREAM(FEET) = 1280.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.80 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 109.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 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.) = 13.80 RAINFALL INTENSITY(INCH/HR) = 1.57 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.99 12.51 1.665 0.80( 0.44) 0.55 2.7 200.00 2 4.27 13.80 1.570 0.80( 0.39) 0.49 4.0 210.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.18 12.51 1.665 0.80( 0.41) 0.52 6.3 200.00 2 7.03 13.80 1.570 0.80( 0.41) 0.51 6.7 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.18 Tc(MIN.) = 12.51 EFFECTIVE AREA(ACRES) = 6.33 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 6.7 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.90 DOWNSTREAM(FEET) = 1276.90 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES • • PIPE -FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE NUMBER OF PIPES = 13.59 108.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM NUMBER 1 2 LONGEST STREAM CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap Ae HEADWATER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 7.18 13.59 1.584 0.80( 0.41) 0.52 6.3 200.00 7.03 14.89 1.500 0.80( 0.41) 0.51 6.7 210.00 FLOWPATH FROM NODE 200.00 TO NODE 108.00 = 1120.00 FEET. ** MEMORY BANK # STREAM Q NUMBER (CFS) Tc Intensity (MIN.) (INCH/HR) 1 25.96 12.22 1.689 2 26.03 12.59 1.659 3 26.04 13.07 1.622 4 25.87 13.63 1.582 5 25.82 13.74 1.574 6 25.30 14.72 1.510 7 25.29 14.74 1.509 8 23.72 17.04 1.383 9 23.51 17.30 1.371 10 23.33 17.52 1.360 11 23.22 17.63 1.355 LONGEST FLOWPATH FROM NODE ** PEAK STREAM NUMBER 1 2 3 4 5 6 7 .8 9 10 11 12 13 TOTAL 3 CONFLUENCE DATA ** Fp(Fm) Ap (INCH/HR) 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 0.39) 150.00 TO NODE FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 32.99 12.22 1.689 33.10 12.59 1.659 33.17 13.07 1.622 33.06 13.59 1.584 33.04 13.63 1.582 32.98 13.74 1.574 32.35 14.72 1.510 32.33 14.74 1.509 32.22 14.89 1.500 29.99 17.04 1.383 29.71 17.30 1.371 29.46 17.52 1.360 29.31 17.63 1.355 AREA(ACRES) = 30.9 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 108. Fp(Fm) Ap (INCH/HR) 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.80( 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.40) 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Ae HEADWATER (ACRES) NODE 19.7 192.00 20.2 20.9 21.5 21.6 22.5 22.5 23.9 24.1 24.2 24.2 190.00 170.00 140.00 180.00 162.00 160.00 130.00 150.00 120.00 100.00 00 = 2335.00 FEET. Ae HEADWATER (ACRES) NODE 25.3 192.00 26.1 190.00 26.9 170.00 27.8 200.00 27.8 140.00 28.0 180.00 29.1 162.00 29.2 160.00 29.3 210.00 30.6 130.00 30.8 150.00 30.9 120.00 30.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.17 Tc(MIN.) = 13.070 EFFECTIVE AREA(ACRES) = 26.93 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 • • • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1276.90 DOWNSTREAM(FEET) = 1276.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.90 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.17 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 110.00 = 2425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.24 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.610 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS A LOSS AREA Fp (INCH/HR) Ap (DECIMAL) 1.30 0.55 1.000 RATE, Fp(INCH/HR) = 0.55 FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.30 EFFECTIVE AREA(ACRES) = 28.23 AREA -AVERAGED Fp(INCH/HR) = 0.77 TOTAL AREA(ACRES) = 32.2 NOTE: PEAK FLOW RATE DEFAULTED TO SCS CN 70 SUBAREA RUNOFF(CFS) = 1.24 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.52 PEAK FLOW RATE(CFS) = 33.17 UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1304.40 DOWNSTREAM(FEET) = 1301.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.780 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.059 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) A 0.60 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.90 52 8.78 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.40 DOWNSTREAM ELEVATION(FEET) = 1299.40 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 4.67 Tc(MIN.) = 13.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 1.94 1.55 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« (< MAINLINE Tc(MIN) = 13.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.20 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.20 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.0 Ap SCS (DECIMAL) CN 0.100 52 .80 SUBAREA RUNOFF(CFS) = 0.27 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) Fp Ap SCS (INCH/HR) (DECIMAL) CN • • RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.97 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 3.18 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1299.40 DOWNSTREAM ELEVATION(FEET) = 1292.20 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 16.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.402 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.50 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.50 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 3.4 3.48 SCS CN 52 SUBAREA RUNOFF(CFS) = 0.59 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.42 PEAK FLOW RATE(CFS) = 3.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.402 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ LAND USE RESIDENTIAL SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) Ap SCS (DECIMAL) CN • "5-7 DWELLINGS/ACRE" A 0.30 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 3.54 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION# 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) = 1286.20 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 DEVELOPMENT TYPE/ LAND USE COMMERCIAL **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.303 SUBAREA LOSS RATE DATA(AMC III): SCS SOIL AREA 18.84 Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.30 0.80 0.100 3.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = SCS CN 52 0.33 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) _ 0.32 3.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET/SEC.) = 2.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1590.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 4.0 TC(MIN.) = 18.84 4.00 AREA -AVERAGED Fm(INCH/HR)= 0.32 = 0.80 AREA -AVERAGED Ap = 0.400 3.54 END OF RATIONAL METHOD ANALYSIS • Developed Condition- 100, 25,10, 2 Year Storm Event Basin II Watershed • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 100 Year Storm Event * Detention-Infiltraion Basin II Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:13 08/25/2012 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 = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.4900 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.14 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1290.90 DOWNSTREAM(FEET) = 1287.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.982 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.998 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1285.60 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 10.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.357 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.357 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.10 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 6.09 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1285.30 DOWNSTREAM ELEVATION(FEET) = 1283.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET. CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 13.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.677 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.9 7.86 Ap SCS (DECIMAL) CN SUBAREA RUNOFF(CFS) = 3.54 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 8.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 504.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.677 • • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.77 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 10.36 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.31 RAINFALL INTENSITY(INCH/HR) = 3.68 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.36 **************************************************************************** FLOW PROCESS. FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1288.70 DOWNSTREAM(FEET) = 1287.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.815 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.045 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.80 0.100 52 5.81 PUBLIC PARK A 0.10 0.80 0.850 52 9.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1284.90 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 9.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.625 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 512.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1284.90 DOWNSTREAM ELEVATION(FEET) = 1282.30 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 11.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.917 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.80 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 8.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.93 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.80 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 4.2 AREA (ACRES) 3.917 Fp (INCH/HR) Ap SCS (DECIMAL) CN 500 5.07 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 13.30 52 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH/HR) = 3.92 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.30 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 10.36 13.31 3.677 0.80( 0.39) 0.49 2 13.30 11.98 3.917 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 23.31 11.98 3.917 0.80( 0.39) 0.49 2 22.76 13.31 3.677 0.80( 0.39) 0.49 Ae HEADWATER (ACRES) NODE 3.5 501.00 4.2 510.00 Ae HEADWATER (ACRES) NODE 7.4 7.7 510.00 501.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.31 Tc(MIN.) = 11.98 EFFECTIVE AREA(ACRES) = 7.35 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 515.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1279.30 DOWNSTREAM(FEET) = 1278.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) =. 14.26 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.02 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 515.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL FAIR COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.30 EFFECTIVE AREA(ACRES) = 7.65 AREA -AVERAGED Fp(INCH/HR) = 0.78 TOTAL AREA(ACRES) = 8.0 = 3.910 AREA (ACRES) Fp (INCH/HR) Ap SCS (DECIMAL) CN 0.30 0.55 1.000 RATE, Fp(INCH/HR) = 0.55 FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.91 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.51 PEAK FLOW RATE(CFS) = 24.17 70 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.30 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.945 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.012 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.40 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.78 1307.80 SCS CN 52 Tc (MIN.) 7.95 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1307.80 DOWNSTREAM ELEVATION(FEET) = 1294.60 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 4.25 Tc(MIN.) = 12.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.877 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP COMMERCIAL A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.80 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.2 3.15 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) 0.80 0.80 0.100 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.73 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 4.10 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.60 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 5.21 Tc(MIN.) = 17.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 2040.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 2.2 TC(MIN.) = 17.40 2.20 AREA -AVERAGED Fm(INCH/HR)= 0.08 0.80 AREA -AVERAGED Ap = 0.100 6.04 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 25 Year Storm Event * Detention -Infiltration Basin II Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:12 08/25/2012 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1290.90 DOWNSTREAM(FEET) = 1287.10 • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.982 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.958 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.60 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1285.60 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 10.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.424 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = • 1.75 GROUP (ACRES) (INCH/HR) (DECIMAL) A 0.10 0.80 0.100 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 0.10 SUBAREA RUNOFF(CFS) = 0.30 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.34 = 0.80 AREA -AVERAGED Ap = 0.43 0.6 PEAK FLOW RATE(CFS) = 1.66 SCS CN 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.24 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.424 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.10 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.00 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.66 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1285.30 DOWNSTREAM ELEVATION(FEET) = 1283.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 13.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.865 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.66 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.91 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 504.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.865 • • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 3.5 SUBAREA RUNOFF(CFS) = 1.33 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 7.80 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.68 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) _. 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.80 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1288.70 DOWNSTREAM(FEET) = 1287.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.815 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.787 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 0.10 PUBLIC PARK A 0.10 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.80 0.100 52 0.80 0.850. 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.79 Tc (MIN.) 5.81 9.24 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1284.90 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:. STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.614 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 2.55 9.29. AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN A 1.20 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.20 SUBAREA RUNOFF(CFS) = 3.47 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.4 PEAK FLOW RATE(CFS) = 4.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 512.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1284.90 DOWNSTREAM ELEVATION(FEET) = 1282.30 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 12.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.85 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 6.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.98 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ LAND USE RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = SCS SOIL GROUP AREA Fp (ACRES) (INCH/HR) Ap (DECIMAL) A 1.60 0.80 0.500 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.60 SUBAREA RUNOFF(CFS) = 3.80 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 4.2 PEAK FLOW RATE(CFS) = 9.99 SCS CN 52 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE • 513.00 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.) = 12.40 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.99 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 7.80 13.68 2.865 0.80( 0.39) 0.49 2 9.99 12.40 3.039 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 17.55 12.40 3.039 0.80( 0.39) 0.49 2 17.13 13.68 2.865 0.80( 0.39) 0.49 Ae (ACRES) 3.5 4.2 HEADWATER NODE 501.00 510.00 Ae HEADWATER (ACRES) NODE 7.4 510.00 7.7 501.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.55 Tc(MIN.) = 12.40 EFFECTIVE AREA(ACRES) = 7.37 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 515.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1279.30 DOWNSTREAM(FEET) = 1278.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.55 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.44 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 515.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.44 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.033 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 0.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 7.67 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 18.19 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.30 DOWNSTREAM(FEET) = 1307.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.945 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.969 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.40 0.80 0.100 52 7.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.40 **************************************************************************** • • FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1307.80 DOWNSTREAM ELEVATION(FEET) = 1294.60 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 12.43 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.034 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.77 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.60 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 5.52 Tc(MIN.) = 17.95 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) A 1.00 0.80 LOSS RATE, Fp(INCH/HR) = 0 AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 2.2 Ap SCS (DECIMAL) CN 0.100 52 .80 SUBAREA RUNOFF(CFS) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 4.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.38 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 2040.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 2.2 TC(MIN.) = 17.95 2.20 AREA -AVERAGED Fm(INCH/HR)= 0.08 0.80 AREA -AVERAGED Ap = 0.100 4.66 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 10 Year Storm Event * Detention -Infiltration Basin II Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:10 08/25/2012 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1290.90 DOWNSTREAM(FEET) = 1287.10 • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.982 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.287 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1285.60 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.47 STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 10.28 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.25 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.44 FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.28 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp( SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.10 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.7 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0 0.80 0.500 52 INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Ap = 0.48 PEAK FLOW RATE(CFS) = 0.38 3.74 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1285.30 DOWNSTREAM ELEVATION(FEET) = 1283.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 13.98 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.348 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 4.80 Ap SCS (DECIMAL) CN A 1.20 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.20 SUBAREA RUNOFF(CFS) = 2.11 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.39 = 0.80 AREA -AVERAGED Ap = 0.49 2.9 PEAK FLOW RATE(CFS) = 5.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 504.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.98 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.348 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A • 0.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 6.17 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.98 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1288.70 DOWNSTREAM(FEET) = 1287.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.815 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.976 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.80 0.100 52 5.81 PUBLIC PARK A 0.10 0.80 0.850 52 9.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1284.90 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 • • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.45 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.971 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 512.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1284.90 DOWNSTREAM ELEVATION(FEET) = 1282.30 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 12.73 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.484 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 40 • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 4.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.73 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.484 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.80 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.60 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 4.2 Ap (DECIMAL) SCS CN 52 SUBAREA RUNOFF(CFS) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 12.73 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.89 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.17 13.98 2 7.89 12.73 Intensity Fp(Fm) Ap (INCH/HR) (INCH/HR) 2.348 0.80( 0.39) 0.49 2.484 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 13.90 12.73 2.484 0.80( 0.39) 0.49 2 13.55 13.98 2.348 0.80( 0.39) 0.49 Ae HEADWATER (ACRES) NODE 3.5 501.00 4.2 510.00 Ae (ACRES) 7.4 7.7 HEADWATER NODE 510.00 501.00 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.90 Tc(MIN.) = 12.73 EFFECTIVE AREA(ACRES) = 7.39 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 515.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1279.30 DOWNSTREAM(FEET) 1278.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.90 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 515.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.77 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.480 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 0.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.52 EFFECTIVE AREA(ACRES) = 7.69 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 14.39 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.30 DOWNSTREAM(FEET) = 1307.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.945 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.297 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.40 0.80 0.100 52 7.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.16 **************************************************************************** • FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1307.80 DOWNSTREAM ELEVATION(FEET) = 1294.60 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 4.70 Tc(MIN.) = 12.65 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.494 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.80 0.80 0.100 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.80 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.2 2.03 SCS CN 52 SUBAREA RUNOFF(CFS) = 1.74 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.60 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back=of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 5.83 TC(MIN.) = 18.48 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.987 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.72 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.37 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(.FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 2040.00.FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 2.2 TC(MIN.) = 18.48 2.20 AREA -AVERAGED Fm(INCH/HR)= 0.08 0.80 AREA -AVERAGED Ap = 0.100 3.78 END OF RATIONAL METHOD ANALYSIS • • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 ************************** DESCRIPTION OF STUDY ************************** * Tr. 17885 Developed Condition * 2 Year Storm Event * Detention -Infiltration Basin II Watershed ************************************************************************** FILE NAME: 17885D.DAT TIME/DATE OF STUDY: 12:15 08/25/2012 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH 'LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.140-0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS. FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1290.90 DOWNSTREAM(FEET) = 1287.10 • • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.982 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.180 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.50 0.80 0.500 52 7.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1285.60 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 10.52 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.847 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.65 FLOW VELOCITY(FEET/SEC.) = 1.48 DEPTH*VELOCITY(FT*FT/SEC.) = 0.36 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.52 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.847 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.10 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.7 Fp (INCH/HR) Ap SCS (DECIMAL) CN 1.10 0.80 0.500 52 RATE, Fp(INCH/HR) = 0.80 FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.43 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Ap = 0.48 PEAK FLOW RATE(CFS) = 2.25 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1285.30 DOWNSTREAM ELEVATION(FEET) = 1283.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020•- Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 14.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.509 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 2.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 504.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.509 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 SUBAREA AREA(ACRES) = 0.60 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 3.5 Fp Ap SCS (INCH/HR) (DECIMAL) CN .80 0.500 52 = 0.80 .500 SUBAREA RUNOFF(CFS) = 0.60 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 14.74 RAINFALL INTENSITY(INCH/HR) = 1.51 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1288.70 DOWNSTREAM(FEET) = 1287.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.815 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.637 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) Ap (DECIMAL) COMMERCIAL A 0.10 0.80 0.100 PUBLIC PARK A 0.10 0.80 0.850 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.41 SCS CN 52 52 Tc (MIN.) 5.81 9.24 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.10 DOWNSTREAM ELEVATION(FEET) = 1284.90 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 9.93 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = -0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.64 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 512.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1284.90 DOWNSTREAM ELEVATION(FEET) = 1282.30 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 13.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.578 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.80 0.500 52 • • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.27 EFFECTIVE AREA(ACRES) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =.0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.578 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 4.47 **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 13.68 RAINFALL INTENSITY(INCH/HR) = 1.58 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.47 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 2 (CFS) (MIN.) 3.53 14.74 4.47 13.68 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 1.509 0.80( 0.39) 0.49 3.5 1.578 0.80( 0.40) 0.50 4.2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER 1 2 (CFS) (MIN.) (INCH/HR) (INCH/HR) 7.94 13.68 1.578 0.80( 0:39) 0.49 7.73 14.74 1.509 0.80( 0.39) 0.49 HEADWATER NODE 501.00 510.00 Ae HEADWATER (ACRES) NODE 7.4 510.00 7.7 501.00 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.94 Tc(MIN.) = 13.68 EFFECTIVE AREA(ACRES) = 7.45 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 513.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 515.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1279.30 DOWNSTREAM(FEET) = 1278.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.94 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 510.00 TO NODE 515.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.72 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.575 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 0.30 0.55 1.000 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.28 EFFECTIVE AREA(ACRES) = 7.75 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 8.20 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« (< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1312.30 DOWNSTREAM(FEET) = 1307.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.945 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.186 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.40 0.80 0.100 52 7.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.76 • • **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1307.80 DOWNSTREAM ELEVATION(FEET) = 1294.60 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020,. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 5.09 Tc(MIN.) = 13.04 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.624 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.24 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.60 DOWNSTREAM ELEVATION(FEET) = 1283.50 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.21 s • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 6.41 Tc(MIN.) = 19.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.278 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.00 0.80 Ap SCS (DECIMAL) CN 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.08 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 2040.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 2.2 TC(MIN.) = 19.45 2.20 AREA -AVERAGED Fm(INCH/HR)= 0.08 0.80 AREA -AVERAGED Ap = 0.100 2.37 END OF RATIONAL METHOD ANALYSIS • Developed Condition- 100, 25, 10, 2 Year Storm Event Basin I Watershed • Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/25/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 100 Year Storm Event Detention -Infiltration Basin I Watershed Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 36.50 1 0.98 Rainfall data for year 2 36.50 6 1.75 Rainfall data for year 2 36.50 24 3.30 Rainfall data for year 100 36.50 1 1.49 Rainfall data for year 100 36.50 6 3.85 Rainfall data for year 100 36.50 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** • SCS curve No.(AMCII) 32.0 32.0 33.0 50.0 SCS curve NO.(AMC 3) 52.0 52.0 53.0 70.0 Area Area Fp(Fig C6) Ap Fm (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.40 0.888 0.785 0.500 0.393 2.00 0.055 0.785 0.100 0.079 0.80 0.022 0.773 0.850 0.657 1.30 0.036 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.386 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 16.20 16.20 Area Fract 0.444 0.444 0.20 0.005 1.80 0.049 0.68 0.019 0.12 0.003 1.30 0.036 SCS CN SCS CN (AMC2) (AMC3) 32.0 52.0 98.0 98.0 32.0 52.0 98.0 98.0 33.0 53.0 98.0 98.0 9.23 0.20 Pervious Yield Fr 0.347 0.973 9.23 0.347 0.20 0.973 8.87 0.361 0.20 0.973 50.0 70.0 4.29 0.593 Area -averaged catchment yield fraction, Y = 0.667 Area -averaged low loss fraction, Yb = 0.333 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 36.50(Ac.) Catchment Lag time = 0.166 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.1706 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.386(In/Hr) Average low loss rate fraction (Yb) = 0.333 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.551(In) Computed peak 30-minute rainfall = 1_129(In) Specified peak 1-hour rainfall = 1.490(In) Computed peak 3-hour rainfall = 2.667(In) Specified peak 6-hour rainfall = 3.850(In) Specified peak 24-hour rainfall = 9.000(In) Rainfall depth area reduction factors: Using a total area of 36.50(Ac.) (Ref: fig. 5-minute factor = 0.998 30-minute factor = 0.998 1-hour factor = 0.998 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall = rainfall = rainfall = rainfall = rainfall = rainfall = E-4) 0.551(In) 1.127(In) 1.487(In) 2.666(In) 3.850(In) 9.000(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 441.42 (CFS)) 1 4.607 20.337 • 2 29.996 112.071 3 69.065 172.461 4 90.073 92.731 5 97.066 30.869 6 98.767 7.509 7 100.000 5.443 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5505 0.5505 2 0.7264 0.1759 3 0.8543 0.1279 4 0.9585 0.1042 5 1.0480 0.0895 6 1.1273 0.0793 7 1.1990 0.0717 8 1.2648 0.0658 9 1.3258 0.0610 10 1.3828 0.0571 11 1.4366 0.0537 12 1.4875 0.0509 13 1.5521 0.0646 14 1.6144 0.0623 15 1.6746 0.0603 16 1.7330 0.0584 17 1.7897 0.0567 18 1.8449 0.0552 19 1.8987 0.0538 20 1.9511 0.0524 21 2.0023 0.0512 22 2.0524 0.0501 23 2.1015 0.0490 24 2.1495 0.0480 25 2.1966 0.0471 26 2.2429 0.0462 27 2.2883 0.0454 28 2.3329 0.0446 29 2.3768 0.0439 30 2.4200 0.0432 31 2.4625 0.0425 32 2.5044 0.0419 33 2.5457 0.0413 34 2.5864 0.0407 35 2.6265 0.0401 36 2.6661 0.0396 37 2.7051 0.0390 38 2.7436 0.0385 39 2.7816 0.0380 40 2.8192 0.0376 41 2.8563 0.0371 42 2.8931 0.0367 43 2.9294 0.0363 44 2.9653 0.0359 45 3.0008 0.0355 46 3.0359 0.0352 47 3.0707 0.0348 48 3.1052 0.0345 49 3.1393 0.0341 50 3.1731 0.0338 51 3.2066 0.0335 52 3.2398 0.0332 53 3.2726 0.0329 54 3.3052 0.0326 • • 55 3.3375 0.0323 56 3.3695 0.0320 57 3.4013 0.0318 58 3.4328 0.0315 59 3.4640 0.0312 60 3.4950 0.0310 61 3.5258 0.0308 62 3.5563 0.0305 63 3.5866 0.0303 64 3.6166 0.0301 65 3.6465 0.0298 66 3.6761 0.0296 67 3.7055 0.0294 68 3.7347 0.0292 69 3.7637 0.0290 70 3.7925 0.0288 71 3.8211 0.0286 72 3.8496 0.0284 73 3.8822 0.0327 74 3.9147 0.0325 75 3.9470 0.0323 76 3.9792 0.0322 77 4.0112 0.0320 78 4.0430 0.0318 79 4.0747 0.0317 80 4.1062 0.0315 81 4.1376 0.0314 82 4.1688 0.0312 83 4.1999 0.0311 84 4.2308 0.0309 85 4.2616 0.0308 86 4.2922 0.0306 87 4.3227 0.0305 88 4.3531 0.0304 89 4.3833 0.0302 90 4.4134 0.0301 91 4.4434 0.0300 92 4.4733 0.0298 93 4.5030 0.0297 94 4.5326 0.0296 95 4.5621 0.0295 96 4.5914 0.0294 97 4.6207 0.0292 98 4.6498 0.0291 99 4.6788 0.0290 100 4.7077 0.0289 101 4.7365 0.0288 102 4.7651 0.0287 103 4.7937 0.0286 104 4.8222 0.0285 105 4.8505 0.0284 106 4.8788 0.0282 107 4.9069 0.0281 108 4.9349 0.0280 109 4.9629 0.0279 110 4.9907 0.0278 111 5.0185 0.0277 112 5.0461 0.0276 113 5.0737 0.0276 114 5.1011 0.0275 115 5.1285 0.0274 116 5.1558 0.0273 117 5.1829 0.0272 • • 118 5.2100 0.0271 119 5.2370 0.0270 120 5.2640 0.0269 121 5.2908 0.0268 122 5.3175 0.0267 123 5.3442 0.0267 124 5.3708 0.0266 125 5.3972 0.0265 126 5.4237 0.0264 127 5.4500 0.0263 128 5.4762 0.0262 129 5.5024 0.0262 130 5.5285 0.0261 131 5.5545 0.0260 132 5.5804 0.0259 133 5.6063 0.0259 134 5.6321 0.0258 135 5.6578 0.0257 136 5.6834 0.0256 137 5.7090 0.0256 138 5.7345 0.0255 139 5.7599 0.0254 140 5.7853 0.0253 141 5.8105 0.0253 142 5.8357 0.0252 143 5.8609 0.0251 144 5.8860 0.0251 145 5.9110. 0.0250 146 5.9359 0.0249 147 5.9608 0.0249 148 5.9856 0.0248 149 6.0103 0.0247 150 6.0350 0.0247 151 6.0596 0.0246 152 6.0842 0.0246 153 6.1087 0.0245 154 6.1331 0.0244 155 6.1574 0.0244 156 6.1818 0.0243 157 6.2060 0.0242 158 6.2302 0.0242 159 6.2543 0.0241 160 6.2784 0.0241 161 6.3024 0.0240 162 6.3263 0.0240 163 6.3502 0.0239 164 6.3741 0.0238 165 6.3978 0.0238 166 6.4216 0.0237 167 6.4452 0.0237 168 6.4689 0.0236 169 6.4924 0.0236 170 6.5159 0.0235 171 6.5394 0.0235 172 6.5628 0.0234 173 6.5861 0.0233 174 6.6094 0.0233 175 6.6327 0.0232 176 6.6559 0.0232 177 6.6790 0.0231 178 6.7021 0.0231 179 6.7251 0.0230 180 6.7481 0.0230 181 6.7711 0.0229 182 6.7939 0.0229 183 6.8168 0.0228 184 6.8396 0.0228 185 6.8623 0.0227 186 6.8850 0.0227 187 6.9077 0.0227 188 6.9303 0.0226 189 6.9528 0.0226 190 6.9754 0.0225 191 6.9978 0.0225 192 7.0202 0.0224 193 7.0426 0.0224 194 7.0650 0.0223 195 7.0872 0.0223 196 7.1095 0.0222 197 7.1317 0.0222 198 7.1538 0.0222 199 7.1759 0.0221 200 7.1980 0.0221 201 7.2200 0.0220 202 7.2420 0.0220 203 7.2640 0.0219 204 7.2859 0.0219 205 7.3077 0.0219 206 7.3295 0.0218 207 7.3513 0.0218 208 7.3730 0.0217 209 7.3947 0.0217 210 7.4164 0.0217 211 7.4380 0.0216 212 7.4596 0.0216 213 7.4811 0.0215 214 7.5026, 0.0215 215 7.5241 0.0215 216 7.5455 0.0214 217 7.5669 0.0214 218 7.5882 0.0213 219 7.6095 0.0213 220 7.6308 0.0213 221 7.6520 0.0212 222 7.6732 0.0212 223 7.6944 0.0212 224 7.7155 0.0211 225 7.7366 0.0211 226 7.7576 0.0210 227 7.7786 0.0210 228 7.7996 0.0210 229 7.8205 0.0209 230 7.8414 0.0209 231 7.8623 0.0209 232 7.8831 0.0208 233 7.9039 0.0208 234 7.9247 0.0208 235 7.9454 0.0207 236 7.9661 0.0207 237 7.9868 0.0207 238 8.0074 0.0206 239 8.0280 0.0206 240 8.0485 0.0206 241 8.0691 0.0205 242 8.0896 0.0205 243 8.1100 0.0205 • 244 8.1305 0.0204 245 8.1509 0.0204 246 8.1712 0.0204 247 8.1916 0.0203 248 8.2119 0.0203 249 8.2321 0.0203 250 8.2524 0.0202 251 8.2726 0.0202 252 8.2927 0.0202 253 8.3129 0.0201 254 8.3330 0.0201 255 8.3531 0.0201 256 8.3731 0.0201 257 8.3931 0.0200 258 8.4131 0.0200 259 8.4331 0.0200 260 8.4530 0.0199 261 8.4729 0.0199 262 8.4928 0.0199 263 8.5126 0.0198 264 8.5325 0.0198 265 8.5522 0.0198 266 8.5720 0.0198 267 8.5917 0.0197 268 8.6114 0.0197 269 8.6311 0.0197 270 8.6507 0.0196 271 8.6703 0.0196 272 8.6899 0.0196 273 8.7095 0.0196 274 8.7290 0.0195 275 8.7485 0.0195 276 8.7680 0.0195 277 8.7874 0.0194 278 8.8069 0.0194 279 8.8263 0.0194 280 8.8456 0.0194 281 8.8650 0.0193 282 8.8843 0.0193 283 8.9036 0.0193 284 8.9228 0.0193 285 8.9420 0.0192 286 8.9613 0.0192 287 8.9804 0.0192 288 8.9996 0.0192 Unit Unit Unit Effective Period Rainfall ' Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0192 0.0064 0.0128 2 0.0192 0.0064 0.0128 3 0.0192 0.0064 0.0128 4 0.0193 0.0064 0.0128 5 0.0193 0.0064 0.0129 6 0.0193 0.0064 0.0129 7 0.0194 0.0065 0.0129 8 0.0194 0.0065 0.0130 9 0.0195 0.0065 0.0130 10 0.0195 0.0065 0.0130 11 0.0196 0.0065 0.0130 12 0.0196 0.0065 0.0131 13 0.0196 0.0065 0.0131 • • 14 0.0197 0.0066 0.0131 15 0.0197 0.0066 0.0132 16 0.0198 0.0066 0.0132 17 0.0198 0.0066 0.0132 18 0.0198 0.0066 0.0132 19 0.0199 0.0066 0.0133 20 0.0199 0.0066 0.0133 21 0.0200 0.0067 0.0133 22 0.0200 0.0067 0.0134 23 0.0201 0.0067 0.0134 24 0.0201 0.0067 0.0134 25 0.0202 0.0067 0.0135 26 0.0202 0.0067 0.0135 27 0.0203 0.0068 0.0135 28 0.0203 0.0068 0.0135 29 0.0204 0.0068 0.0136 30 0.0204 0.0068 0.0136 31 0.0205 0.0068 0.0136 32 0.0205 0.0068 0.0137 33 0.0206 0.0068 0.0137 34 0.0206 0.0069 0.0137 35 0.0207 0.0069 0.0138 36 0.0207 0.0069 0.0138 37 0.0208 0.0069 0.0138 38 0.0208 0.0069 0.0139 39 0.0209 0.0069 0.0139 40 0.0209 0.0070 0.0139 41 0.0210 0.0070 0.0140 42 0.0210 0.0070 0.0140 43 0.0211 0.0070 0.0141 44 0.0211 0.0070 0.0141 45 0.0212 0.0071 0.0141 46 0.0212 0.0071 0.0142 47 0.0213 0.0071 0.0142 48 0.0213 0.0071 0.0142 49 0.0214 0.0071 0.0143 50 0.0215 0.0071 0.0143 51 0.0215 0.0072 0.0144 52 0.0216 0.0072 0.0144 53 0.0217 0.0072 0.0144 54 0.0217 0.0072 0.0145 55 0.0218 0.0073 0.0145 56 0.0218 0.0073 0.0146 57 0.0219 0.0073 0.0146 58 0.0219 0.0073 0.0146 59 0.0220 0.0073 0.0147 60 0.0221 0.0073 0.0147 61 0.0222 0.0074 0.0148 62 0.0222 0.0074 0.0148 63 0.0223 0.0074 0.0149 64 0.0223 0.0074 0.0149 65 0.0224 0.0075 0.0150 66 0.0225 0.0075 0.0150 67 0.0226 0.0075 0.0150 68 0.0226 0.0075 0.0151 69 0.0227 0.0076 0.0151 70 0.0227 0.0076 0.0152 71 0.0228 0.0076 0.0152 72 0.0229 0.0076 0.0153 73 0.0230 0.0077 0.0153 74 0.0230 0.0077 0.0154 75 0.0231 0.0077 0.0154 76 0.0232 0.0077 0.0155 • • 77 0.0233 0.0078 0.0155 78 0.0233 0.0078 0.0156 79 0.0235 0.0078 0.0156 80 0.0235 0.0078 0.0157 81 0.0236 0.0079 0.0157 82 0.0237 0.0079 0.0158 83 0.0238 0.0079 0.0159 84 0.0238 0.0079 0.0159 85 0.0240 0.0080 0.0160 86 0.0240 0.0080 0.0160 87 0.0241 0.0080 0.0161 88 0.0242 0.0081 0.0161 89 0.0243 0.0081 0.0162 90 0.0244 0.0081 0.0163 91 0.0245 0.0082 0.0163 92 0.0246 0.0082 0.0164 93 0.0247 0.0082 0.0165 94 0.0247 0.0082 0.0165 95 0.0249 0.0083 0.0166 96 0.0249 0.0083 0.0166 97 0.0251 0.0084 0.0167 98 0.0251 0.0084 0.0168 99 0.0253 0.0084 0.0169 100 0.0253 0.0084 0.0169 101 0.0255 0.0085 0.0170 102 0.0256 0.0085 0.0170 103 0.0257 0.0086 0.0171 104 0.0258 0.0086 0.0172 105 0.0259 0.0086 0.0173 106 0.0260 0.0087 0.0173 107 0.0262 0.0087 0.0175 108 0.0262 0.0087 0.0175 109 0.0264 0.0088 0.0176 110 0.0265 0.0088 0.0177 111 0.0267 0.0089 0.0178 112 0.0267 0.0089 0.0178 113 0.0269 0.0090 0.0180 114 0.0270 0.0090 0.0180 115 0.0272 0.0091 0.0181 116 0.0273 0.0091 0.0182 117 0.0275 0.0091 0.0183 118 0.0276 0.0092 0.0184 119 0.0277 0.0092 0.0185 120 0.0278 0.0093 0.0186 121 0.0280 0.0093 0.0187 122 0.0281 0.0094 0.0188 123 0.0284 0.0094 0.0189 124 0.0285 0.0095 0.0190 125 0.0287 0.0095 0.0191 126 0.0288 0.0096 0.0192 127 0.0290 0.0097 0.0193 128 0.0291 0.0097 0.0194 129 0.0294 0.0098 0.0196 130 0.0295 0.0098 0.0197 131 0.0297 0.0099 0.0198 132 0.0298 0.0099 0.0199 133 0.0301 0.0100 0.0201 134 0.0302 0.0101 0.0202 135 0.0305 0.0102 0.0203 136 0.0306 0.0102 0.0204 137 0.0309 0.0103 0.0206 138 0.0311 0.0103 0.0207 139 0.0314 0.0104 0.0209 • • • 140 0.0315 0.0105 0.0210 141 0.0318 0.0106 0.0212 142 0.0320 0.0107 0.0213 143 0.0323 0.0108 0.0216 144 0.0325 0.0108 0.0217 145 0.0284 0.0095 0.0190 146 0.0286 0.0095 0.0191 147 0.0290 0.0097 0.0193 148 0.0292 0.0097 0.0195 149 0.0296 0.0099 0.0198 150 0.0298 0.0099 0.0199 151 0.0303 0.0101 0.0202 152 0.0305 0.0102 0.0204 153 0.0310 0.0103 0.0207 154 0.0312 0.0104 0.0208 155 0.0318 0.0106 0.0212 156 0.0320 0.0107 0.0214 157 0.0326 0.0109 0.0217 158 0.0329 0.0109 0.0219 159 0.0335 0.0111 0.0223 160 0.0338 0.0113 0.0225 161 0.0345 0.0115 0.0230 162 0.0348 0.0116 0.0232 163 0.0355 0.0118 0.0237 164 0.0359 0.0120 0.0239 165 0.0367 0.0122 0.0245 166 0.0371 0.0124 0.0248 167 0.0380 0.0127 0.0254 168 0.0385 0.0128 0.0257 169 0.0396 0.0132 0.0264 170 0.0401 0.0134 0.0268 171 0.0413 0.0137 0.0275 172 0.0419 0.0139 0.0279 173 0.0432 0.0144 0.0288 174 0.0439 0.0146 0.0293 175 0.0454 0.0151 0.0303 176 0.0462 0.0154 0.0308 177 0.0480 0.0160 0.0320 178 0.0490 0.0163 0.0327 179 0.0512 0.0171 0.0342 180 0.0524 0.0175 0.0350 181 0.0552 0.0184 0.0368 182 0.0567 0.0189 0.0378 183 0.0603 0.0201 0.0402 184 0.0623 0.0208 0.0416 185 0.0509 0.0169 0.0339 186 0.0537 0.0179 0.0358 187 0.0610 0.0203 0.0407 188 0.0658 0.0219 0.0439 189 0.0793 0.0264 0.0529 190 0.0895 0.0298 0.0597 191 0.1279 0.0322 0.0957 192 0.1759 0.0322 0.1437 193 0.5505 0.0322 0.5183 194 0.1042 0.0322 0.0720 195 0.0717 0.0239 0.0478 196 0.0571 0.0190 0.0381 197 0.0646 0.0215 0.0431 198 0.0584 0.0195 0.0390 199 0.0538 0.0179 0.0359 200 0.0501 0.0167 0.0334 201 0.0471 0.0157 0.0314 202 0.0446 0.0149 0.0298 • 203 0.0425 0.0142 0.0284 204 0.0407 0.0136 0.0271 205 0.0390 0.0130 0.0260 206 0.0376 0.0125 0.0251 207 0.0363 0.0121 0.0242 208 0.0352 0.0117 0.0234 209 0.0341 0.0114 0.0228 210 0.0332 0.0110 0.0221 211 0.0323 0.0108 0.0215 212 0.0315 0.0105 0.0210 213 0.0308 0.0102 0.0205 214 0.0301 0.0100 0.0200 215 0.0294 0.0098 0.0196 216 0.0288 0.0096 0.0192 217 0.0327 0.0109 0.0218 218 0.0322 0.0107 0.0214 219 0.0317 0.0105 0.0211 220 0.0312 0.0104 0.0208 221 0.0308 0.0103 0.0205 222 0.0304 0.0101 0.0203 223 0.0300 0.0100 0.0200 224 0.0296 0.0099 0.0197 225 0.0292 0.0097 0.0195 226 0.0289 0.0096 0.0193 227 0.0286 0.0095 0.0191 228 0.0282 0.0094 0.0188 229 0.0279 0.0093 0.0186 230 0.0276 0.0092 0.0184 231 0.0274 0.0091 0.0183 232 0.0271 0.0090 0.0181 233 0.0268 0.0089 0.0179 234 0.0266 0.0089 0.0177 235 0.0263 0.0088 0.0176 236 0.0261 0.0087 0.0174 237 0.0259 0.0086 0.0172 238 0.0256 0.0085 0.0171 239 0.0254 0.0085 0.0170 240 0.0252 0.0084 0.0168 241 0.0250 0.0083 0.0167 242 0.0248 0.0083 0.0165 243 0.0246 0.0082 0.0164 244 0.0244 0.0081 0.0163 245 0.0242 0.0081 0.0162 246 0.0241 0.0080 0.0161 247 0.0239 0.0080 0.0159 248 0.0237 0.0079 0.0158 249 0.0236 0.0078 0.0157 250 0.0234 0.0078 0.0156 251 0.0232 0.0077 0.0155 252 0.0231 0.0077 0.0154 253 0.0229 0.0076 0.0153 254 0.0228 0.0076 0.0152 255 0.0227 0.0075 0.0151 256 0.0225 0.0075 0.0150 257 0.0224 0.0075 0.0149 258 0.0222 0.0074 0.0148 259 0.0221 0.0074 0.0147 260 0.0220 0.0073 0.0147 261 0.0219 0.0073 0.0146 262 0.0217 0.0072 0.0145 263 0.0216 0.0072 0.0144 264 0.0215 0.0072 0.0143 265 0.0214 0.0071 0.0143 • 266 0.0213 0.0071 0.0142 267 0.0212 0.0070 0.0141 268 0.0210 0.0070 0.0140 269 0.0209 0.0070 0.0140 270 0.0208 0.0069 0.0139 271 0.0207 0.0069 0.0138 272 0.0206 0.0069 0.0138 273 0.0205 0.0068 0.0137 274 0.0204 0.0068 0.0136 275 0.0203 0.0068 0.0136 276 0.0202 0.0067 0.0135 277 0.0201 0.0067 0.0134 278 0.0201 0.0067 0.0134 279 0.0200 0.0066 0.0133 280 0.0199 0.0066 0.0133 281 0.0198 0.0066 0.0132 282 0.0197 0.0066 0.0131 283 0.0196 0.0065 0.0131 284 0.0195 0.0065 0.0130 285 0.0194 0.0065 0.0130 286 0.0194 0.0064 0.0129 287 0.0193 0.0064 0.0129 288 0.0192 0.0064 0.0128 Total soil rain loss = 2.81(In) Total effective rainfall = 6.19(In) Peak flow rate in flood hydrograph = 115.45(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0018 0.26 Q 0+10 0.0134 1.69 Q 0+15 0.0403 3.90 Q 0+20 0.0753 5.09 VQ 0+25 0.1132 5.49 VQ 0+30 0.1518 5.60 VQ 0+35 0.1909 5.68 VQ 0+40 0.2301 5.69 VQ 0+45 0.2694 5.71 VQ 0+50 0.3088 5.72 VQ 0+55 0.3483 5.73 VQ 1+ 0 0.3878 5.74 VQ 1+ 5 0.4274 5.75 VQ 1+10 0.4671 5.77 VQ 1+15 0.5069 5.78 Q 1+20 0.5468 5.79 Q 1+25 0.5868 5.80 Q 1+30 0.6269 5.82 Q 1+35 0.6670 5.83 Q 1+40 0.7073 5.84 Q 1+45 0.7476 5.86 Q 1+50 0.7880 5.87 Q 1+55 0.8285 5.88 Q 2+ 0 0.8691 5.90 Q 2+ 5 0.9098 5.91 Q 2+10 0.9506 5.92 QV 2+15 0.9915 ) 5.94 QV 2+20 1.0324 5.95 QV 2+25 1.0735 5.96 QV 2+30 1.1147 5.98 QV 2+35 • 1.1559 5.99 QV 2+40 1.1973 6.01 QV 2+45 1.2388 6.02 QV 2+50 1.2803 6.03 QV 2+55 1.3220 6.05 QV 3+ 0 1.3637 6.06 QV 3+ 5 1.4056 6.08 QV 3+10 1.4476 6.09 Q V 3+15 1.4897 6.11 Q V 3+20 1.5318 6.12 Q V 3+25 1.5741 6.14 Q V 3+30 1.6165 6.15 Q V 3+35 1.6590 6.17 Q V 3+40 1.7016 6.19 Q V 3+45 1.7443 6.20 Q V 3+50 1.7871 6.22 Q V 3+55 1.8301 6.23 Q V 4+ 0 1.8731 6.25 Q V 4+ 5 1.9163 6.27 Q V 4+10 1.9596 6.28 Q V 4+15 2.0030 6.30 Q V 4+20 2.0465 6.32 Q V 4+25 2.0901 6.34 Q V 4+30 2.1339 6.35 Q V 4+35 2.1777 6.37 Q V 4+40 2.2217 6.39 Q V 4+45 2.2659 6.41 Q V 4+50 2.3101 6.42 Q V 4+55 2.3545 6.44 Q V 5+ 0 2.3990 6.46 Q V 5+ 5 2.4436 6.48 Q V 5+10 2.4883 6.50 Q V 5+15 2.5332 6.52 Q V 5+20 2.5783 6.54 Q V 5+25 2.6234 6.56 Q V 5+30 2.6687 6.58 Q V 5+35 2.7141 6.60 Q V 5+40 2.7597 6.62 Q V 5+45 2.8054 6.64 Q V 5+50 2.8512 6.66 Q V 5+55 2.8972 6.68 Q V 6+ 0 2.9433 6.70 Q V 6+ 5 2.9896 6.72 Q V 6+10 3.0360 6.74 Q V 6+15 3.0826 6.76 Q V 6+20 3.1293 6.78 Q V 6+25 3.1762 6.81 Q V 6+30 3.2233 6.83 Q V 6+35 3.2704 6.85 Q V 6+40 3.3178 6.88 Q V 6+45 3.3653 6.90 Q V 6+50 3.4130 6.92 Q V 6+55 3.4608 6.95 Q V 7+ 0 3.5088 6.97 Q V 7+ 5 3.5570 6.99 Q V 7+10 3.6053 7.02 Q V 7+15 3.6539 7.04 Q V 7+20 3.7025 7.07 Q V • 7+25 3.7514 7.10 Q V 7+30 3.8005 7.12 Q V 7+35 3.8497 7.15 Q V 7+40 3.8991 7.18 Q V 7+45 3.9487 7.20 Q V 7+50 3.9985 7.23 Q V 7+55 4.0485 7.26 Q V 8+ 0 4.0987 7.29 Q V 8+ 5 4.1491 7.32 Q V 8+10 4.1996 7.34 Q V 8+15 4.2504 7.37 Q V 8+20 4.3014 7.40 Q V 8+25 4.3526 7.43 Q V 8+30 4.4040 7.46 Q V 8+35 4.4557 7.50 Q V 8+40 4.5075 7.53 Q V 8+45 4.5596 7.56 Q V 8+50 4.6119 7.59 Q V 8+55 4.6644 7.63 Q V 9+ 0 4.7172 7.66 Q V 9+ 5 4.7702 7.70 Q V 9+10 4.8234 7.73 Q V 9+15 4.8769 7.77 Q V 9+20 4.9306 7.80 Q V 9+25 4.9846 7.84 Q V 9+30 5.0388 7.88 Q V 9+35 5.0933 7.91 Q V 9+40 5.1481 7.95 Q V 9+45 5.2032 7.99 Q V 9+50 5.2585 8.03 Q V 9+55 5.3141 8.07 Q V 10+ 0 5.3700 8.11 Q V 10+ 5 5.4261 8.16 Q V 10+10 5.4826 8.20 Q V 10+15 5.5394 8.24 Q V 10+20 5.5965 8.29 Q V 10+25 5.6539 8.33 Q V 10+30 5.7116 8.38 Q V 10+35 5.7696 8.43 Q V 10+40 5.8280 8.48 Q V 10+45 5.8868 8.53 Q V 10+50 5.9458 8.58 Q V 10+55 6.0053 8.63 Q V 11+ 0 6.0651 8.68 Q V 11+ 5 6.1252 8.74 Q V 11+10 6.1858 8.79 Q V 11+15 6.2467 8.85 Q V 11+20 6.3081 8.91 Q V 11+25 6.3698 8.97 Q V 11+30 6.4320 9.03 Q V 11+35 6.4946 9.09 Q V 11+40 6.5576 9.15 Q V 11+45 6.6211 9.22 Q V 11+50 6.6850 9.28 Q V 11+55 6.7494 9.35 Q V 12+ 0 6.8143 9.42 Q V 12+ 5 6.8793 9.44 Q V 12+10 6.9426 9.18 Q V 12+15 7.0029 8.75 Q V 12+20 7.0618 8.56 Q V 12+25 7.1207 8.56 Q V 12+30 7.1801 8.62 Q V 12+35 7.2400 8.70 Q V 12+40 7.3006 8.79 Q 12+45 7.3618 8.89 Q 12+50 7.4237 8.99 Q 12+55 7.4864 9.10 Q 13+ 0 7.5498 9.21 Q 13+ 5 7.6140 9.32 Q 13+10 7.6790 9.44 Q 13+15 7.7449 9.56 Q 13+20 7.8116 9.69 Q 13+25 7.8792 9.82 Q 13+30 7.9478 9.96 Q 13+35 8.0174 10.11 Q 13+40 8.0881 10.26 Q 13+45 8.1599 10.42 Q 13+50 8.2328 10.59 Q 13+55 8.3069 10.77 Q 14+ 0 8.3823 10.95 Q 14+ 5 8.4591 11.15 Q 14+10 8.5374 11.36 Q 14+15 8.6173 11.60 Q 14+20 8.6988 11.84 Q 14+25 8.7821 12.09 Q 14+30 8.8672 12.36 Q 14+35 8.9543 12.65 Q 14+40 9.0435 12.96 Q 14+45 9.1351 13.30 Q 14+50 9.2291 13.66 Q 14+55 9.3259 14.06 Q 15+ 0 9.4257 14.49 Q 15+ 5 9.5289 14.98 Q 15+10 9.6357 15.51 Q 15+15 9.7468 16.12 Q 15+20 9.8625 16.80 Q 15+25 9.9821 17.37 Q 15+30 10.0996 17.06 Q 15+35 10.2117 16.28 Q 15+40 10.3258 16.57 Q 15+45 10.4492 17.91 Q 15+50 10.5874 20.07 Q 15+55 10.7494 23.53 Q 16+ 0 10.9609 30.70 Q 16+ 5 11.3113 50.88 16+10 11.9703 95.70 16+15 12.7655 115.45 16+20 13.2620 72.10 16+25 13.5214 37.67 Q 16+30 13.6834 23.52 Q 16+35 13.8273 20.89 Q 16+40 13.9467 17.34 Q 16+45 14.0572 16.05 Q 16+50 14.1602 14.95 Q 16+55 14.2571 14.06 Q 17+ 0 14.3486 13.29 Q 17+ 5 14.4356 12.64 Q 17+10 14.5188 12.07 Q 17+15 14.5985 11.57 Q 17+20 14.6752 11.14 Q 17+25 14.7492 10.75 Q 17+30 14.8209 10.41 Q 17+35 14.8904 10.09 Q 17+40 14.9579 9.81 Q 17+45 15.0237 9.55 Q 17+50 15.0878 9.31 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V Q V Q V V V V V V V V V V V V V V V V V • • 17+55 15.1504 9.09 Q 18+ 0 15.2115 8.88 Q 18+ 5 15.2717 8.75 Q 18+10 15.3330 8.90 Q 18+15 15.3967 9.24 Q 18+20 15.4611 9.36 Q 18+25 15.5252 9.31 Q 18+30 15.5885 9.19 Q 18+35 15.6511 9.08 Q 18+40 15.7127 8.96 Q 18+45 15.7736 8.84 Q 18+50 15.8337 8.73 Q 18+55 15.8931 8.62 Q 19+ 0 15.9518 8.52 Q 19+ 5 16.0098 8.42 Q 19+10 16.0672 8.33 Q 19+15 16.1239 8.24 Q 19+20 16.1800 8.15 Q 19+25 16.2356 8.07 Q 19+30 16.2906 7.99 Q 19+35 16.3450 7.91 Q 19+40 16.3990 7.83 Q 19+45 16.4524 7.76 Q 19+50 16.5054 7.69 Q 19+55 16.5579 7.62 Q 20+ 0 16.6099 7.56 Q 20+ 5 16.6615 7.49 Q 20+10 16.7127 7.43 Q 20+15 16.7634 7.37 Q 20+20 16.8138 7.31 Q 20+25 16.8637. 7.25 Q 20+30 16.9133 7.20 Q 20+35 16.9625 7.14 Q 20+40 17.0113 7.09 Q 20+45 17.0598 7.04 Q 20+50 17.1080 6.99 Q 20+55 17.1558 6.94 Q 21+ 0 17.2033 6.89 Q 21+ 5 17.2504 6.85 Q 21+10 17.2973 6.80 Q 21+15 17.3438 6.76 Q 21+20 17.3901 6.72 Q 21+25 17.4361 6.67 Q 21+30 17.4817 6.63 Q 21+35 17.5271 6.59 Q 21+40 17.5723 6.55 Q 21+45 17.6171 6.51 Q 21+50 17.6617 6.48 Q 21+55 17.7061 6.44 Q 22+ 0 17.7502 6.40 Q 22+ 5 17.7940 6.37 Q 22+10 17.8376 6.33 Q 22+15 17.8810 6.30 Q 22+20 17.9242 6.26 Q 22+25 17.9671 6.23 Q 22+30 18.0098 6.20 Q 22+35 18.0523 6.17 Q 22+40 18.0945 6.14 Q 22+45 18.1366 6.11 Q 22+50 18.1784 6.08 Q 22+55 18.2201 6.05 Q 23+ 0 18.2615 6.02 Q 23+ 5 18.3028 5.99 Q 23+10 18.3438 5.96 Q 23+15 18.3847 5.93 Q 23+20 18.4253 5.91 Q 23+25 18.4658 5.88 Q 23+30 18.5062 5.85 Q 23+35 18.5463 5.83 Q 23+40 18.5862 5.80 Q 23+45 18.6260 5.78 Q 23+50 18.6657 5.75 Q 23+55 18.7051 5.73 Q 24+ 0 18.7444 5.70 Q 24+ 5 18.7817 5.42 Q 24+10 18.8091 3.97 Q 24+15 18.8211 1.75 Q 24+20 18.8250 0.56 Q 24+25 18.8261 0.17 Q 24+30 18.8266 0.07 0 V V V V V V V V V V V V V V V V V • Unit H y d r o g r a p h Ana l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/25/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 25 Year Storm Event Detention -Infiltration Basin I Watershed Storm Event Year = 25 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 36.50 1 0.98 Rainfall data for year 2 36.50 6 1.75 Rainfall data for year 2 36.50 24 3.30 Rainfall data for year 100 36.50 1 1.49 Rainfall data for year 100 36.50 6 3.85 Rainfall data for year 100 36.50 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** • SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area (Ac.) 32.40 2.00 0.80 1.30 Area -averaged adjusted loss rate Area Fraction 0.888 0.055 0.022 0.036 Fm (In/Hr) Fp(Fig C6) Ap (In/Hr) (dec.) 0.785 0.500 0.785 0.100 0.773 0.850 0.532 1.000 = 0.386 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 16.20 16.20 Area Fract 0.444 0.444 0.20 0.005 1.80 .0.049 0.68 0.12 0.019 . 0.003 1.30 0.036 SCS CN (AMC2) 32.0 98.0 SCS CN S Pervious (AMC3) Yield Fr 52.0 9.23 0.263 98.0 0.20 0.966 32.0 52.0 9.23 0.263 98.0 98.0 33.0 53.0 98.0 98.0 50.0 70.0 0.20 0.966 8.87 0.276 0.20 0.966 4.29 0.516 Fm (In/Hr) 0.393 0.079 0.657 0.532 Area -averaged catchment yield fraction, Y = 0.621 Area -averaged low loss fraction, Yb = 0.379 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Watershed area = 36.50(Ac.) Catchment Lag time = 0.171 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.7045 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.386(In/Hr) Average low loss rate fraction (Yb) = 0.379 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.438(In) Computed peak 30-minute rainfall = 0.897(In) Specified peak 1-hour rainfall = 1.183(In) Computed peak 3-hour rainfall = 2.138(In) Specified peak 6-hour rainfall = 3.106(In) Specified peak 24-hour rainfall = 6.980(In) Rainfall depth area reduction factors: Using a total area of 36.50(Ac.) (Ref: fig. 5-minute factor = 0.998 30-minute factor = 0.998 1-hour factor = 0.998 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall rainfall rainfall rainfall rainfall rainfall E-4) 0.437(In) 0.895(In) 1.181(In) 2.138(In) 3.105(In) 6.980(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) 441.42 (CFS)) 1 4.354 19.220 • 2 28.351 105.929 3 66.711 169.327 4 88.785 97.439 5 96.572 34.376 6 98.622 9.047 7 99.498 3.868 8 100.000 2.216 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4371 0.4371 2 0.5767 0.1396 3 0.6783 0.1015 4 0.7610 0.0827 5 0.8320 0.0710 6 0.8950 0.0629 7 0.9519 0.0569 8 1.0041 0.0522 9 1.0526 0.0484 10 1.0979 0.0453 11 1.1405 0.0427 12 1.1809 0.0404 13 1.2331 0.0522 14 1.2835 0.0504 15 1.3322 0.0487 16 1.3794 0.0473 17 1.4253 0.0459 18 1.4700 0.0447 19 1.5136 0.0436 20 1.5561 0.0425 21 1.5977 0.0416 22 1.6383 0.0406 23 1.6781 0.0398 24 1.7171 0.0390 25 1.7554 0.0383 26 1.7930 0.0376 27 1.8299 0.0369 28 1.8662 0.0363 29 1.9019 0.0357 30 1.9371 0.0351 31 1.9717 0.0346 32 2.0058 0.0341 33 2.0394 0.0336 34 2.0725 0.0331 35 2.1052 0.0327 36 2.1375 0.0323 37 2.1693 0.0318 38 2.2007 0.0314 39 2.2317 0.0310 40 2.2624 0.0307 41 2.2927 0.0303 42 2.3227 0.0300 43 2.3523 0.0296 44 2.3816 0.0293 45 2.4106 0.0290 46 2.4394 0.0287 47 2.4678 0.0284 48 2.4960 0.0282 49 2.5238 0.0279 50 2.5515 0.0276 51 2.5788 0.0274 52 2.6060 0.0271 53 2.6329 0.0269 • • • 54 2.6595 0.0267 55 2.6859 0.0264 56 2.7121 0.0262 57 2.7381 0.0260 58 2.7639 0.0258 59 2.7895 0.0256 60 2.8149 0.0254 61 2.8401 0.0252 62 2.8651 0.0250 63 2.8899 0.0248 64 2.9145 0.0246 65 2.9389 0.0245 66 2.9632 0.0243 67 2.9873 0.0241 68 3.0113 0.0239 69 3.0351 0.0238 70 3.0587 0.0236 71 3.0822 0.0235 72 3.1055 0.0233 73 3.1306 0.0251 74 3.1556 0.0250 75 3.1804 0.0248 76 3.2051 0.0247 77 3.2297 0.0246 78 3.2541 0.0244 79 3.2784 0.0243 80 3.3026 0.0242 81 3.3267 0.0241 82 3.3506 0.0239 83 3.3744 0.0238 84 3.3981 0.0237 85 3.4217 0.0236 86 3.4451 0.0235 87 3.4685 0.0233 88 3.4917 0.0232 89 3.5148 0.0231 90 3.5379 0.0230 91 3.5608 0.0229 92 3.5836 0.0228 93 3.6063 0.0227 94 3.6289 0.0226 95 3.6514 0.0225 96 3.6738 0.0224 97 3.6961 0.0223 98 3.7183 0.0222 99 3.7404 0.0221 100 3.7625 0.0220 101 3.7844 0.0219 102 3.8062 0.0218 103 3.8280 0.0218 104 3.8497 0.0217 105 3.8712 0.0216 106 3.8927 0.0215 107 3.9142 0.0214 108 3.9355 0.0213 109 3.9567 0.0212 110 3.9779 0.0212 111 3.9990 0.0211 112 4.0200 0.0210 113 4.0409 0.0209 114 4.0618 0.0209 115 4.0825 0.0208 116 4.1032 0.0207 • • 117 4.1239 0.0206 118 4.1444 0.0206 119 4.1649 0.0205 120 4.1853 0.0204 121 4.2057 0.0203 122 4.2259 0.0203 123 4.2461 0.0202 124 4.2663 0.0201 125 4.2863 0.0201 126 4.3063 0.0200 127 4.3263 0.0199 128 4.3461 0.0199 129 4.3659 0.0198 130 4.3857 0.0197 131 4.4053 0.0197 132 4.4250 0.0196 133 4.4445 0.0196 134 4.4640 0.0195 135 4.4834 0.0194 136 4.5028 0.0194 137 4.5221 0.0193 138 4.5414 0.0193 139 4.5606 0.0192 140 4.5797 0.0191 141 4.5988 0.0191 142 4.6178 0.0190 143 4.6368 0.0190 144 4.6557 0.0189 145 4.6746 0.0189 146 4.6934 0.0188 147 4.7121 0.0188 148 4.7308 0.0187 149 4.7495 0.0186 150 4.7681 0.0186 151 4.7866 0.0185 152 4.8051 0.0185 153 4.8235 0.0184 154 4.8419 0.0184 155 4.8603 0.0183 156 4.8786 0.0183 157 4.8968 0.0182 158 4.9150 0.0182 159 4.9332 0.0181 160 4.9513 0.0181 161 4.9693 0.0181 162 4.9873 0.0180 163 5.0053 0.0180 164 5.0232 0.0179 165 5.0411 0.0179 166 5.0589 0.0178 167 5.0767 0.0178 168 5.0944 0.0177 169 5.1121 0.0177 170 5.1298 0.0176 171 5.1474 0.0176 172 5.1649 0.0176 173 5.1824 0.0175 174 5.1999 0.0175 175 5.2174 0.0174 176 5.2348 0.0174 177 5.2521 0.0174 178 5.2694 0.0173 179 5.2867 0.0173 • • 180 5.3039 0.0172 181 5.3211 0.0172 182 5.3383 0.0172 183 5.3554 0.0171 184 5.3725 0.0171 185 5.3895 0.0170 186 5.4065 0.0170 187 5.4235 0.0170 188 5.4404 0.0169 189 5.4573 0.0169 190 5.4741 0.0168 191 5.4909 0.0168 192 5.5077 0.0168 193 5.5245 0.0167 194 5.5412 0.0167 195 5.5578 0.0167 196 5.5745 0.0166 197 5.5911 0.0166 198 5.6076 0.0166 199 5.6242 0.0165 200 5.6407 0.0165 201 5.6571 0.0165 202 5.6735 0.0164 203 5.6899 0.0164 204 5.7063 0.0164 205 5.7226 0.0163 206 5.7389 0.0163 207 5.7552 0.0163 208 5.7714 0.0162 209 5.7876 0.0162 210 5.8037 0.0162 211 5.8199 0.0161 212 5.8360 0.0161 213 5.8520 0.0161 214 5.8681 0.0160 215 5.8841 0.0160 216 5.9000 0.0160 217 5.9160 0.0159 218 5.9319 0.0159 219 5.9478 0.0159 220 5.9636 0.0159 221 5.9794 0.0158 222 5.9952 0.0158 223 6.0110 0.0158 224 6.0267 0.0157 225 6.0424 0.0157 226 6.0581 0.0157 227 6.0737 0.0156 228 6.0894 0.0156 229 6.1050 0.0156 230 6.1205 0.0156 231 6.1360 0.0155 232 6.1515 0.0155 233 6.1670 0.0155 234 6.1825 0.0154 235 6.1979 0.0154 236 6.2133 0.0154 237 6.2287 0.0154 238 6.2440 0.0153 239 6.2593 0.0153 240 6.2746 0.0153 241 6.2899 0.0153 242 6.3051 0.0152 243 6.3203 0.0152 244 6.3355 0.0152 245 6.3506 0.0152 246 6.3658 0.0151 247 6.3809 0.0151 248 6.3959 0.0151 249 6.4110 0.0151 250 6.4260 0.0150 251 6.4410 0.0150 252 6.4560 0.0150 253 6.4710 0.0150 254 6.4859 0.0149 255 6.5008 0.0149 256 6.5157 0.0149 257 6.5305 0.0149 258 6.5454 0.0148 259 6.5602 0.0148 260 6.5750 0.0148 261 6.5897 0.0148 262 6.6045 0.0147 263 6.6192 0.0147 264 6.6339 0.0147 265 6.6485 0.0147 266 6.6632 0.0146 267 6.6778 0.0146 268 6.6924 0.0146 269 6.7070 0.0146 270 6.7215 0.0146 271 6.7361 0.0145 272 6.7506 0.0145 273 6.7651 0.0145 274 6.7795 0.0145 275 6.7940 0.0144 276 6.8084 0.0144 277 6.8228 0.0144 278 6.8372 0.0144 279 6.8515 0.0144 280 6.8659 0.0143 281 6.8802 0.0143 282 6.8945 0.0143 283 6.9087 0.0143 284 6.9230 0.0143 285 6.9372 0.0142 286 6.9514 0.0142 287 6.9656 0.0142 288 6.9798 0.0142 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0142 0.0054 0.0088 2 0.0142 0.0054 0.0088 3 0.0142 0.0054 0.0088 4 0.0143 0.0054 0.0089 5 0.0143 0.0054 0.0089 6 0.0143 0.0054 0.0089 7 0.0144 0.0054 0.0089 8 0.0144 0.0054 0.0089 9 0.0144 0.0055 0.0090 10 0.0144 0.0055 0.0090 11 0.0145 0.0055 0.0090 12 0.0145 0.0055 0.0090 • • 13 0.0146 0.0055 0.0090 14 0.0146 0.0055 0.0091 15 0.0146 0.0055 0.0091 16 0.0146 0.0055 0.0091 17 0.0147 0.0056 0.0091 18 0.0147 0.0056 0.0091 19 0.0148 0.0056 0.0092 20 0.0148 0.0056 0.0092 21 0.0148 0.0056 0.0092 22 0.0149 0.0056 0.0092 23 0.0149 0.0056 0.0093 24 0.0149 0.0057 0..0093 25 0.0150 0.0057 0.0093 26 0.0150 0.0057 0.0093 27 0.0151 0.0057 0.0093 28 0.0151 0.0057 0.0094 29 0.0151 0.0057 0.0094 30 0.0152 0.0057 0.0094 31 0.0152 0.0058 0.0094 32 0.0152 0.0058 0.0095 33 0.0153 0.0058 0.0095 34 0.0153 0.0058 0.0095 35 0.0154 0.0058 0.0095 36 0.0154 0.0058 0.0096 37 0.0154 0.0059 0.0096 38 0.0155 0.0059 0.0096 39 0.0155 0.0059 0.0096 40 0.0156 0.0059 0.0097 41 0.0156 0.0059 0.0097 42 0.0156 0.0059 0.0097 43 0.0157 0.0060 0.0098 44 0.0157 0.0060 0.0098 45 0.0158 0.0060 0.0098 46 0.0158 0.0060 0.0098 47 0.0159 0.0060 0.0099 48 0.0159 0.0060 0.0099 49 0.0160 0.0061 0.0099 50 0.0160 0.0061 0.0099 51 0.0161 0.0061 0.0100 52 0.0161 0.0061 0.0100 53 0.0162 0.0061 0.0100 54 0.0162 0.0061 0.0101 55 0.0163 0.0062 0.0101 56 0.0163 0.0062 0.0101 57 0.0164 0.0062 0.0102 58 0.0164 0.0062 0.0102 59 0.0165 0.0062 0.0102 60 0.0165 0.0062 0.0102 61 0.0166 0.0063 0.0103 62 0.0166 0.0063 0.0103 63 0.0167 0.0063 0.0104 64 0.0167 0.0063 0.0104 65 0.0168 0.0064 0.0104 66 0.0168 0.0064 0.0104 67 0.0169 0.0064 0.0105 68 0.0169 0.0064 0.0105 69 0.0170 0.0064 0.0106 70 0.0170 0.0065 0.0106 71 0.0171 0.0065 0.0106 72 0.0172 0.0065 0.0107 73 0.0172 0.0065 0.0107 74 0.0173 0.0065 0.0107 75 0.0174 0.0066 0.0108 • 76 0.0174 0.0066 0.0108 77 0.0175 0.0066 0.0109 78 0.0175 0.0066 0.0109 79 0.0176 0.0067 0.0109 80 0.0176 0.0067 0.0110 81 0.0177 0.0067 0.0110 82 0.0178 0.0067 0.0110 83 0.0179 0.0068 0.0111 84 0.0179 0.0068 0.0111 85 0.0180 0.0068 0.0112 86 0.0181 0.0068 0.0112 87 0.0181 0.0069 0.0113 88 0.0182 0.0069 0.0113 89 0.0183 0.0069 0.0114 90 0.0183 0.0070 0.0114 91 0.0184 0.0070 0.0115 92 0.0185 0.0070 0.0115 93 0.0186 0.0070 0.0115 94 0.0186 0.0071 0.0116 95 0.0188 0.0071 0.0116 96 0.0188 0.0071 ) 0.0117 97 0.0189 0.0072 0.0117 98 0.0190 0.0072 0.0118 99 0.0191 0.0072 0.0119 100 0.0191 0.0073 0.0119 101 0.0193 0.0073 0.0120 102 0.0193 0.0073 0.0120 103 0.0194 0.0074 0.0121 104 0.0195 0.0074 0.0121 105 0.0196 0.0074 0.0122 106 0.0197 0.0075 0.0122 107 0.0198 0.0075 0.0123 108 0.0199 0.0075 0.0123 109 0.0200 0.0076 0.0124 110 0.0201 0.0076 0.0125 111 0.0202 0.0077 0.0125 112 0.0203 0.0077 0.0126 113 0.0204 0.0077 0.0127 114 0.0205 0.0078 0.0127 115 0.0206 0.0078 0.0128 116 0.0207 0.0078 0.0129 117 0.0209 0.0079 0.0130 118 0.0209 0.0079 0.0130 119 0.0211 0.0080 0.0131 120 0.0212 0.0080 0.0131 121 0.0213 0.0081 0.0132 122 0.0214 0.0081 0.0133 123 0.0216 0.0082 0.0134 124 0.0217 0.0082 0.0135 125 0.0218 0.0083 0.0136 126 0.0219 0.0083 0.0136 127 0.0221 0.0084 0.0137 128 0.0222 0.0084 0.0138 129 0.0224 0.0085 0.0139 130 0.0225 0.0085 0.0140 131 0.0227 0.0086 0.0141 132 0.0228 0.0086 0.0142 133 0.0230 0.0087 0.0143 134 0.0231 0.0088 0.0144 135 0.0233 0.0088 0.0145 136 0.0235 0.0089 0.0146 137 0.0237 0.0090 0.0147 138 0.0238 0.0090 0.0148 • 139 0.0241 0.0091 0.0149 140 0.0242 0.0092 0.0150 141 0.0244 0.0093 0.0152 142 0.0246 0.0093 0.0153 143 0.0248 0.0094 0.0154 144 0.0250 0.0095 0.0155 145 0.0233 0.0088 0.0145 146 0.0235 0.0089 0.0146 147 0.0238 0.0090 0.0148 148 0.0239 0.0091 0.0149 149 0.0243 0.0092 0.0151 150 0.0245 0.0093 0.0152 151 0.0248 0.0094 0.0154 152 0.0250 0.0095 0.0155 153 0.0254 0.0096 0.0158 154 0.0256 0.0097 0.0159 155 0.0260 0.0098 0.0161 156 0.0262 0.0099 0.0163 157 0.0267 0.0101 0.0166 158 0.0269 0.0102 0.0167 159 0.0274 0.0104 0.0170 160 0.0276 0.0105 0.0172 161 0.0282 0.0107 0.0175 162 0.0284 0.0108 0.0177 163 0.0290 0.0110 0.0180 164 0.0293 0.0111 0.0182 165 0.0300 0.0114 0.0186 166 0.0303 0.0115 0.0188 167 0.0310 0.0118 0.0193 168 0.0314 0.0119 0.0195 169 0.0323 0.0122 0.0200 170 0.0327 0.0124 0.0203 171 0.0336 0.0127 0.0209 172 0.0341 0.0129 0.0212 173 0.0351 0.0133 0.0218 174 0.0357 0.0135 0.0222 175 0.0369 0.0140 0.0229 176 0.0376 0.0142 0.0233 177 0.0390 0.0148 0.0242 178 0.0398 0.0151 0.0247 179 0.0416 0.0157 0.0258 180 0.0425 0.0161 0.0264 181 0.0447 0.0169 0.0278 182 0.0459 0.0174 0.0285 183 0.0487 0.0185 0.0303 184 0.0504 0.0191 0.0313 185 0.0404 0.0153 0.0251 186 0.0427 0.0162 0.0265 187 0.0484 0.0184 0.0301 188 0.0522 0.0198 0.0324 189 0.0629 0.0239 0.0391 190 0.0710 0.0269 0.0441 191 0.1015 0.0322 0.0694 192 0.1396 0.0322 0.1075 193 0.4371 0.0322 0.4049 194 0.0827 0.0313 0.0514 195 0.0569 0.0216 0.0354 196 0.0453 0.0172 0.0281 197 0.0522 0.0198 0.0324 198 0.0473 0.0179 0.0293 199 0.0436 0.0165 0.0271 200 0.0406 0.0154 0.0252 201 0.0383 0.0145 0.0238 202 0.0363 0.0138 0.0225 203 0.0346 0.0131 0.0215 204 0.0331 0.0126 0.0206 205 0.0318 0.0120 0.0197 206 0.0307 0.0116 0.0190 207 0.0296 0.0112 0.0184 208 0.0287 0.0109 0.0178 209 0.0279 0.0106 0.0173 210 0.0271 0.0103 0.0168 211 0.0264 0.0100 0.0164 212 0.0258 0.0098 0.0160 213 0.0252 0.0095 0.0156 214 0.0246 0.0093 0.0153 215 0.0241 0.0091 0.0150 216 0.0236 0.0090 0.0147 217 0.0251 0.0095 0.0156 218 0.0247 0.0094 0.0153 219 0.0243 0.0092 0.0151 220 0.0239 0.0091 0.0149 221 0.0236 0.0089 0.0146 222 0.0232 0.0088 0.0144 223 0.0229 0.0087 0.0142 224 0.0226 0.0086 0.0140 225 0.0223 0.0085 0.0139 226 0.0220 0.0083 0.0137 227 0.0218 0.0082 0.0135 228 0.0215 0.0081 0.0134 229 0.0212 0.0081 0.0132 230 0.0210 0.0080 0.0130 231 0.0208 0.0079 0.0129 232 0.0206 0.0078 0.0128 233 0.0203 0.0077 0.0126 234 0.0201 0.0076 0.0125 235 0.0199 0.0076 0.0124 236 0.0197 0.0075 0.0123 237 0.0196 0.0074 0.0121 238 0.0194 0.0073 0.0120 239 0.0192 0.0073 0.0119 240 0.0190 0.0072 0.0118 241 0.0189 0.0071 0.0117 242 0.0187 0.0071 0.0116 243 0.0185 0.0070 0.0115 244 0.0184 0.0070 0.0114 245 0.0182 0.0069 0.0113 246 0.0181 0.0069 0.0112 247 0.0180 0.0068 0.0112 248 0.0178 0.0068 0.0111 249 0.0177 0.0067 0.0110 250 0.0176 0.0067 0.0109 251 0.0174 0.0066 0.0108 252 0.0173 0.0066 0.0108 253 0.0172 0.0065 0.0107 254 0.0171 0.0065 0.0106 255 0.0170 0.0064 0.0105 256 0.0168 0.0064 0.0105 257 0.0167 0.0063 0.0104 258 0.0166 0.0063 0.0103 259 0.0165 0.0063 0.0103 260 0.0164 0.0062 0.0102 261 0.0163 0.0062 0.0101 262 0.0162 0.0061 - 0.0101 263 0.0161 0.0061 0.0100 264 0.0160 0.0061 0.0100 • 265 0.0159 0.0060 0.0099 266 0.0159 0.0060 0.0098 267 0.0158 0.0060 0.0098 268 0.0157 0.0059 0.0097 269 0.0156 0.0059 0.0097 270 0.0155 0.0059 0.0096 271 0.0154 0.0058 0.0096 272 0.0153 0.0058 0.0095 273 0.0153 0.0058 0.0095 274 0.0152 0.0058 0.0094 275 0.0151 0.0057 0.0094 276 0.0150 0.0057 0.0093 277 0.0150 0.0057 0.0093 278 0.0149 0.0056 0.0092 279 0.0148 0.0056 0.0092 280 0.0147 0.0056 0.0092 281 0.0147 0.0056 0.0091 282 0.0146 0.0055 0.0091 283 0.0145 0.0055 0.0090 284 0.0145 0.0055 0.0090 285 0.0144 0.0055 0.0089 286 0.0143 0.0054 0.0089 287 0.0143 0.0054 0.0089 288 0.0142 0.0054 0.0088 Total soil rain loss = 2.48(In) Total effective rainfall = 4.50(In) Peak flow rate in flood hydrograph = 88.16(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 22.5 45.0 67.5 90.0 0+ 5 0.0012 0.17 Q 0+10 0.0088 1.10 Q 0+15 0.0266 2.59 VQ 0+20 0.0504 3.46 VQ 0+25 0.0763 3.77 VQ 0+30 0.1029 3.85 VQ 0+35 0.1297 3.90 VQ 0+40 0.1567 3.92 VQ 0+45 0.1838 3.93 VQ 0+50 0.2110 3.94 VQ 0+55 0.2382 3.95 VQ 1+ 0 0.2655 3.96 VQ 1+ 5 0.2928 3.97 VQ 1+10 0.3202 3.98 VQ 1+15 0.3476 3.99 Q 1+20 0.3752 4.00 Q 1+25 0.4028 4.01 Q 1+30 0.4304 4.01 Q 1+35 0.4581 4.02 Q 1+40 0.4859 4.03 Q 1+45 0.5138 4.04 Q 1+50 0.5417 4.05 Q 1+55 0.5697 4.06 Q 2+ 0 0.5977 4.07 Q • 2+ 5 0.6258 4.08 Q 2+10 0.6540 4.09 Q 2+15 0.6823 4.10 Q 2+20 0.7106 4.11 QV 2+25 0.7390 4.12 QV 2+30 0.7675 4.13 QV 2+35 0.7960 4.14 QV 2+40 0.8246 4.15 QV 2+45 0.8533 4.17 QV 2+50 0.8821 4.18 QV 2+55 0.9109 4.19 QV 3+ 0 0.9398 4.20 QV 3+ 5 0.9688 4.21 QV. 3+10 0.9979 4.22 QV 3+15 1.0270 4.23 Q V 3+20 1.0562 4.24 Q V 3+25 1.0855 4.25 Q V 3+30 1.1149 4.27 Q V 3+35 1.1444 4.28 Q V 3+40 1.1739 4.29 Q V 3+45 1.2035 4.30 Q V 3+50 1.2332 4.31 Q V 3+55 1.2630 4.33 Q V 4+ 0 1.2929 4.34 Q V 4+ 5 1.3229 4.35 Q V 4+10 1.3529 4.36 Q V 4+15 1.3830 4.37 Q V 4+20 1.4132 4.39 Q V 4+25 1.4436 4.40 Q V 4+30 1.4739 4.41 Q V 4+35 1.5044 4.43 Q V 4+40 1.5350 4.44 Q V 4+45 1.5657 4.45. Q V 4+50 1.5964 4.47 Q V 4+55 1.6273 4.48 Q V 5+ 0 1.6582 4.49 Q V 5+ 5 1.6893 4.51 Q V 5+10 1.7204 4.52 Q V 5+15 1.7517 4.54 Q V 5+20 1.7830 4.55 Q V 5+25 1.8144 4.56 Q V 5+30 1.8460 4.58 Q V 5+35 1.8776 4.59 Q V 5+40 1.9094 4.61 Q V 5+45 1.9412 4.62 Q V 5+50 1.9732 4.64 Q V 5+55 2.0052 4.66 Q V 6+ 0 2.0374 4.67 Q V 6+ 5 2.0697 4.69 Q V 6+10 2.1021 4.70 Q V 6+15 2.1346 4.72 Q V 6+20 2.1672 4.74 Q V 6+25 2.1999 4.75 Q V 6+30 2.2328 4.77 Q V 6+35 2.2657 4.79 Q V 6+40 2.2988 4.80 Q V 6+45 2.3320 4.82 Q V 6+50 2.3653 4.84 Q V 6+55 2.3988 4.86 Q V 7+ 0 2.4323 4.87 Q V 7+ 5 2.4660 4.89 Q V 7+10 2.4999 4.91 Q V 7+15 2.5338 4.93 Q V 7+20 2.5679 4.95 Q V 7+25 2.6021 4.97 Q V 7+30 2.6365 4.99 Q V 7+35 2.6710 5.01 Q V 7+40 2.7056 5.03 Q V 7+45 2.7404 5.05 Q V 7+50 2.7753 5.07 Q V 7+55 2.8104 5.09 Q V 8+ 0 2.8456 5.11 Q V 8+ 5 2.8809 5.13 Q V 8+10 2.9165 5.16 Q V 8+15 2.9521 5.18 Q V 8+20 2.9879 5.20 Q V 8+25 3.0239 5.22 Q V 8+30 3.0600 5.25 Q V 8+35 3.0963 5.27 Q V 8+40 3.1328 5.29 Q V 8+45 3.1694 5.32 Q V 8+50 3.2062 5.34 Q V 8+55 3.2432 5.37 Q V 9+ 0 3.2804 5.39 Q V 9+ 5 3.3177 5.42 Q V 9+10 3.3552 5.45 Q V 9+15 3.3929 5.47 Q V 9+20 3.4308 5.50 Q V 9+25 3.4689 5.53 Q V 9+30 3.5072 5.56 Q V 9+35 3.5456 5.59 Q V 9+40 3.5843 5.62 Q V 9+45 3.6232 5.65 Q V 9+50 3.6623 5.68 Q V 9+55 3.7016 5.71 Q V 10+ 0 3.7411 5.74 Q V 10+ 5 3.7808 5.77 Q V 10+10 3.8208 5.80 Q V 10+15 3.8610 5.84 Q V 10+20 3.9014 5.87 Q V 10+25 3.9421 5.91 Q V 10+30 3.9830 5.94 Q V 10+35 4.0242 5.98 Q V 10+40 4.0656 6.01 Q V 10+45 4.1073 6.05 Q V 10+50 4.1492 6.09 Q V 10+55 4.1914 6.13 Q V 11+ 0 4.2339 6.17 Q V 11+ 5 4.2767 6.21 Q V 11+10 4.3197 6.25 Q V 11+15 4.3631 6.30 Q V 11+20 4.4068 6.34 Q V 11+25 4.4508 6.39 Q V 11+30 4.4951 6.43 Q V 11+35 4.5397 6.48 Q v 11+40 4.5846 6.53 Q V 11+45 4.6299 6.58 Q V 11+50 4.6756 6.63 Q V 11+55 4.7216 6.68 Q V 12+ 0 4.7680 6.74 Q - V 12+ 5 4.8146 6.77 Q V 12+10 4.8608 6.70 Q V 12+15 4.9059 6.55 Q V 12+20 4.9506 6.50 Q V 12+25 4.9955 6.52 Q V 12+30 5.0408 6.57. Q V • • 12+35 5.0865 6.64 Q 12+40 5.1327 6.70 Q 12+45 5.1794 6.78 Q 12+50 5.2266 6.85 Q 12+55 5.2743 6.93 Q 13+ 0 5.3226 7.01 Q 13+ 5 5.3715 7.10 Q 13+10 5.4210 7.19 Q 13+15 5.4711 7.28 Q 13+20 5.5219 7.37 Q 13+25 5.5734 7.47 Q 13+30 5.6255 7.58 Q 13+35. 5.6785 7.69 Q 13+40 5.7322 7.80 Q 13+45 5.7867 7.92 Q 13+50 5.8421 8.04 Q 13+55 5.8984 8.17 Q 14+ 0 5.9557 8.31 Q 14+ 5 6.0139 8.46 Q 14+10 6.0733 8.62 Q 14+15 6.1338 8.79 Q 14+20 6.1956 8.97 Q 14+25 6.2587 9.16 Q 14+30 6.3231 9.36 Q 14+35 6.3890 9.57 Q 14+40 6.4565 9.80 Q 14+45 6.5257 10.05 Q 14+50 6.5968 10.32 Q 14+55 6.6699 10.61 Q 15+ 0 6.7452 10.93 Q 15+ 5 6.8229 11.29 Q 15+10 6.9034 11.68 Q 15+15 6.9870 12.13 Q 15+20 7.0739 12.63 Q 15+25 7.1638 13.05 Q 15+30 7.2519 12.80 Q 15+35 7.3356 12.14 Q 15+40 7.4200 12.26 Q 15+45 7.5109 13.19 Q 15+50 7.6124 14.74 Q 15+55 7.7310 17.23 Q 16+ 0 7.8842 22.24 Q 16+ 5 8.1392 37.02 16+10 8.6274 70.90 16+15 9.2346 88.16 16+20 9.6273 57.02 16+25 9.8329 29.85 16+30 9.9582 18.20 Q 16+35 10.0639 15.34 Q 16+40 10.1594 13.86 Q 16+45 10.2433 12.19 Q 16+50 10.3215 11.35 Q 16+55 10.3950 10.67 Q 17+ 0 10.4646 10.10 Q 17+ 5 10.5308 9.61 Q 17+10 10.5940 9.19 Q 17+15 10.6547 8.81 Q 17+20 10.7131 8.48 Q 17+25 10.7695 8.19 Q 17+30 10.8242 7.93 Q 17+35 10.8772 7.70 Q 17+40 10.9287 7.48 Q 17+45 10.9789 7.29 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V V Q V Q V V V V •V V V V V V V V V V V V V V • 17+50 11.0279 7.11 17+55 11.0757 6.94 18+ 0 11.1224 6.78 18+ 5 11.1683 6.66 18+10 11.2141 6.66 18+15 11.2605 6.74 18+20 11.3069 6.74 18+25 11.3529 6.67 18+30 11.3981 6.57 18+35 11.4428 6.48 18+40 11.4868 6.39 18+45 11.5301 6.30 18+50 11.5729 6.21 18+55 11.6152 6.13 19+ 0 11.6569 6.05 19+ 5 11.6980 5.98 19+10 11.7387 5.91 19+15 11.7789 5.84 19+20 11.8187 5.77 19+25 11.8580 5.71 19+30 11.8969 5.65 19+35 11.9354 5.59 19+40 11.9735 5.53 19+45 12.0112 5.48 19+50 12.0485 5.42 19+55 12.0855 5.37 20+ 0 12.1221 5.32 20+ 5 12.1584 5.27 20+10 12.1944 5.22 20+15 12.2301 5.18 20+20 12.2654 5.13 20+25 12.3005 5.09 20+30 12.3353 5.05 20+35 12.3698 5.01 20+40 12.4040 4.97 20+45 12.4380 4.93 20+50 12.4717 4.89 20+55 12.5051 4.86 21+ 0 12.5384 4.82 21+ 5 12.5713 4.79 21+10 12.6041 4.75 21+15 12.6366 4.72 21+20 12.6688 4.69 21+25 12.7009 4.66 21+30 12.7328 4.63 21+35 12.7644 4.59 21+40 12.7958 4.57 21+45 12.8271 4.54 21+50 12.8581 4.51 21+55 12.8890 4.48 22+ 0 12.9197 4.45 22+ 5 12.9502 4.43 22+10 12.9805 4.40 22+15 13.0106 4.38 22+20 13.0406 4.35 22+25 13.0703 4.33 22+30 13.1000 4.30 22+35 13.1294 4.28 22+40 13.1587 4.25 22+45 13.1879 4.23 22+50 13.2169 4.21 22+55 13.2457 4.19 23+ 0 13.2744 4.17 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • 23+ 5 13.3029 4.14 Q 23+10 13.3313 4.12 Q 23+15 13.3596 4.10 Q 23+20 13.3877 4.08 Q 23+25 13.4157 4.06 Q 23+30 13.4436 4.04 Q 23+35 13.4713 4.02 Q 23+40 13.4989 4.01 Q 23+45 13.5263 3.99 Q 23+50 13.5537 3.97 Q 23+55 13.5809 3.95 Q 24+ 0 13.6080 3.93 Q V V V V V V V V V V V V Unit H y d r o graph Ana l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/25/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 10 Year Storm Event Detention -Infiltration Basin I Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 36.50 1 0.98 Rainfall data for year 2 36.50 6 1.75 Rainfall data for year 2 36.50 24 3.30 Rainfall data for year 100 36.50 1 1.49 Rainfall data for year 100 36.50 6 3.85 Rainfall data for year 100 36.50 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area (Ac.) 32.40 2.00 0.80 1.30 Area Fraction 0.888 0.055 0.022 0.036 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.100 0.079 0.773 0.850 0.657 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.386 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 16.20 16.20 Area Fract 0.444 0.444 0.20 0.005 1.80 0.049 0.68 0.019 0.12 0.003 1.30 0.036 SCS CN (AMC2) 32.0 98.0 SCS CN (AMC3) 52.0 98.0 32.0 52.0 98.0 98.0 33.0 53.0 98.0 98.0 50.0 70.0 S Pervious Yield Fr 9.23 0.196 0.20 0.958 9.23 0.196 0.20 0.958 8.87 0.208 0.20 0.958 4.29 0.448 Area -averaged catchment yield fraction, Y = 0.584 Area -averaged low loss fraction, Yb = 0.416 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 36.50(Ac.) Catchment Lag time = 0.175 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 47.6463 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.386(In/Hr) Average low loss rate fraction (Yb) = 0.416 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.363(In) Computed peak 30-minute rainfall = 0.743(In) Specified peak 1-hour rainfall = 0.980(In) Computed peak 3-hour rainfall = 1.788(In) Specified peak 6-hour rainfall = 2.614(In) Specified peak 24-hour rainfall = 5.645(In) Rainfall depth area reduction factors: Using a total area of 36.50(Ac.) (Ref: fig. 5-minute factor = 0.998 30-minute factor = 0.998 1-hour factor = 0.998 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall = rainfall = rainfall = rainfall = rainfall = rainfall = E-4) 0.362(In) 0.741(In) 0.978(In) 1.788(In) 2.614(In) 5.645(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K 1 4.176 441.42 (CFS)) 18.435 • 2 27.204 101.648 3 64.918 166.480 4 87.760 100.828 5 96.143 37.004 6 98.517 10.481 7 99.375 3.787 8 100.000 2.761 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3621 0.3621 2 0.4778 0.1157 3 0.5619 0.0841 4 0.6304 0.0685 5 0.6893 0.0589 6 0.7414 0.0521 7 0.7886 0.0472 8 0.8319 0.0433 9 0.8720 0.0401 10 0.9095 0.0375 11 0.9449 0.0353 12 0.9783 0.0335 13 1.0223 0.0439 14 1.0647 0.0424 15 1.1058 0.0411 16 1.1457 0.0399 17 1.1844 0.0388 18 1.2222 0.0378 19 1.2590 0.0368 20 1.2950 0.0360 21 1.3301 0.0351 22 1.3645 0.0344 23 1.3982 0.0337 24 1.4313 0.0330 25 1.4637 0.0324 26 1.4955 0.0319 27 1.5269 0.0313 28 1.5576 0.0308 29 1.5879 0.0303 30 1.6178 0.0298 31 1.6471 0.0294 32 1.6761 0.0290 33 1.7046 0.0286 34 1.7328 0.0282 35 1.7606 0.0278 36 1.7880 0.0274 37 1.8151 0.0270 38 1.8418 0.0267 39 1.8682 0.0264 40 1.8943 0.0261 41 1.9200 0.0258 42 1.9456 0.0255 43 1.9708 0.0252 44 1.9958 0.0250 45 2.0205 0.0247 46 2.0449 0.0245 47 2.0692 0.0242 48 2.0932 0.0240 49 2.1169 0.0238 50 2.1405 0.0236 51 2.1638 0.0233 52 2.1870 0.0231 53 2.2099 0.0229 54 2.2327 0.0227 55 2.2552 0.0226 56 2.2776 0.0224 57 2.2998 0.0222 58 2.3218 0.0220 59 2.3436 0.0218 60 2.3653 0.0217 61 2.3868 0.0215 62 2.4081 0.0214 63 2.4293 0.0212 64 2.4504 0.0210 65 2.4713 0.0209 66 2.4920 0.0208 67 2.5126 0.0206 68 2.5331 0.0205 69 2.5534 0.0203 70 2.5736 0.0202 71 2.5937 0.0201 72 2.6137 0.0199 73 2.6338 0.0201 74 2.6537 0.0200 75 2.6736 0.0199 76 2.6933 0.0197 77 2.7130 0.0196 78 2.7325 0.0195 79 2.7519 0.0194 80 2.7712 0.0193 81 2.7904 0.0192 82 2.8094 0.0191 83 2.8284 0.0190 84 2.8473 0.0189 85 2.8661 0.0188 86 2.8848 0.0187 87 2.9033 0.0186 88 2.9218 0.0185 89 2.9402 0.0184 90 2.9585 0.0183 91 2.9767 0.0182 92 2.9949 0.0181 93 3.0129 0.0180 94 3.0308 0.0180 95 3.0487 0.0179 96 3.0665 0.0178 97 3.0842 0.0177 98 3.1018 0.0176 99 3.1194 0.0175 100 3.1368 0.0175 101 3.1542 0.0174 102 3.1715 0.0173 103 3.1887 0.0172 104 3.2059 0.0172 105 3.2230 0.0171 106 3.2400 0.0170 107 3.2569 0.0169 108 3.2738 0.0169 109 3.2906 0.0168 110 3.3073 0.0167 111 3.3240 0.0167 112 3.3406 0.0166 113 3.3571 0.0165 114 3.3736 0.0165 115 3.3900 0.0164 116 3.4064 0.0163 • 117 3.4226 0.0163 118 3.4389 0.0162 119 3.4550 0.0162 120 3.4711 0.0161 121 3.4871 0.0160 122 3.5031 0.0160 123 3.5190 0.0159 124 3.5349 0.0159 125 3.5507 0.0158 126 3.5665 0.0157 127 3.5822 0.0157 128 3.5978 0.0156 129 3.6134 0.0156 130 3.6289 0.0155 131 3.6444 0.0155 132 3.6598 0.0154 133 3.6752 0.0154 134 3.6905 0.0153 135 3.7058 0.0153 136 3.7210 0.0152 137 3.7362 0.0152 138 3.7513 0.0151 139 3.7664 0.0151 140 3.7814 0.0150 141 3.7964 0.0150 142 3.8113 0.0149 143 3.8262 0.0149 144 3.8410 0.0148 145 3.8558 0.0148 146 3.8706 0.0147 147 3.8853 0.0147 148 3.8999 0.0147 149 3.9145 0.0146 150 3.9291 0.0146 151 3.9436 0.0145 152 3.9581 0.0145 153 3.9726 0.0144 154 3.9870 0.0144 155 4.0013 0.0144 156 4.0156 0.0143 157 4.0299 0.0143 158 4.0442 0.0142 159 4.0584 0.0142 160 4.0725 0.0142 161 4.0866 0.0141 162 4.1007 0.0141 163 4.1147 0.0140 164 4.1287 0.0140 165 4.1427 0.0140 166 4.1566 0.0139 167 4.1705 0.0139 168 4.1844 0.0139 169 4.1982 0.0138 170 4.2120 0.0138 171 4.2257 0.0137 172 4.2394 0.0137 173 4.2531 0.0137 174 4.2667 0.0136 175 4.2803 0.0136 176 4.2939 0.0136 177 4.3074 0.0135 178 4.3209 0.0135 179 4.3344 0.0135 • 180 4.3478 0.0134 181 4.3612 0.0134 182 4.3746 0.0134 183 4.3879 0.0133 184 4.4012 0.0133 185 4.4145 0.0133 186 4.4277 0.0132 187 4.4410 0.0132 188 4.4541 0.0132 189 4.4673 0.0131 190 4.4804 0.0131 191 4.4935 0.0131 192 4.5065 0.0131 193 4.5195 0.0130 194 4.5325 0.0130 195 4.5455 0.0130 196 4.5584 0.0129 197 4.5713 0.0129 198 4.5842 0.0129 199 4.5970 0.0128 200 4.6099 0.0128 201 4.6227 0.0128 202 4.6354 0.0128 203 4.6481 0.0127 204 4.6608 0.0127 205 4.6735 0.0127 206 4.6862 0.0126 207 4.6988 0.0126 208 4.7114 0.0126 209 4.7240 0.0126 210 4.7365 0.0125 211 4.7490 0.0125 212 4.7615 0.0125 213 4.7740 0.0125 214 4.7864 0.0124 215 4.7988 0.0124 216 4.8112 0.0124 217 4.8235 0.0124 218 4.8359 0.0123 219 4.8482 0.0123 220 4.8605 0.0123 221 4.8727 0.0123 222 4.8850 0.0122 223 4.8972 0.0122 224 4.9094 0.0122 225 4.9215 0.0122 226 4.9337 0.0121 227 4.9458 0.0121 228 4.9579 0.0121 229 4.9699 0.0121 230 4.9820 0.0120 231 4.9940 0.0120 232 5.0060 0.0120 233 5.0180 0.0120 234 5.0299 0.0120 235 5.0418 0.0119 236 5.0537 0.0119 237 5.0656 0.0119 238 5.0775 0.0119 239 5.0893 0.0118 240 5.1011 0.0118 241 5.1129 0.0118 242 5.1247 0.0118 • 243 5.1365 0.0118 244 5.1482 0.0117 245 5.1599 0.0117 246 5.1716 0.0117 247 5.1832 0.0117 248 5.1949 0.0116 249 5.2065 0.0116 250 5.2181 0.0116 251 5.2297 0.0116 252 5.2413 0.0116 253 5.2528 0.0115 254 5.2643 0.0115 255 5.2758 0.0115 256 5.2873 0.0115 257 5.2988 0.0115 258 5.3102 0.0114 259 5.3216 0.0114 260 5.3330 0.0114 261 5.3444 0.0114 262 5.3558 0.0114 263 5.3671 0.0113 264 5.3785 0.0113 265 5.3898 0.0113 266 5.4010 0.0113 267 5.4123 0.0113 268 5.4236 0.0112 269 5.4348 0.0112 270 5.4460 0.0112 271 5.4572 0.0112 272 5.4684 0.0112 273 5.4795 0.0112 274 5.4907 0.0111 275 5.5018 0.0111 276 5.5129 0.0111 277 5.5240 0.0111 278 5.5351 0.0111 279 5.5461 0.0110 280 5.5571 0.0110 281 5.5681 0.0110 282 5.5791 0.0110 283 5.5901 0.0110 284 5.6011 0.0110 285 5.6120 0.0109 286 5.6230 0.0109 287 5.6339 0.0109 288 5.6448 0.0109 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0109 0.0045 0.0064 2 0.0109 0.0045 0.0064 3 0.0109 0.0046 0.0064 4 0.0110 0.0046 0.0064 5 0.0110 0.0046 0.0064 6 0.0110 0.0046 0.0064 7 0.0110 0.0046 0.0064 8 0.0111 0.0046 0.0065 9 0.0111 0.0046 0.0065 10 0.0111 0.0046 0.0065 11 0.0112 0.0046 0.0065 12 0.0112 0.0047 0.0065 13 0.0112 0.0047 0.0065 14 0.0112 0.0047 0.0066 15 0.0113 0.0047 0.0066 16 0.0113 0.0047 0.0066 17 0.0113 0.0047 0.0066 18 0.0113 0.0047 0.0066 19 0.0114 0.0047 0.0066 20 0.0114 0.0047 0.0067 21 0.0114 0.0048 0.0067 22 0.0115 0.0048 0.0067 23 0.0115 0.0048 0.0067 24 0.0115 0.0048 0.0067 25 0.0116 0.0048 0.0067 26 0.0116 0.0048 0.0068 27 0.0116 0.0048 0.0068 28 0.0116 0.0048 0.0068 29 0.0117 0.0049 0.0068 30 0.0117 0.0049 0.0068 31 0.0118 0.0049 0.0069 32 0.0118 0.0049 0.0069 33 0.0118 0.0049 0.0069 34 0.0118 0.0049 0.0069 35 0.0119 0.0049 0.0069 36 0.0119 0.0050 0.0069 37 0.0120 0.0050 0.0070 38 0.0120 0.0050 0.0070 39 0.0120 0.0050 0.0070 40 0.0120 0.0050 0.0070 41 0.0121 0.0050 0.0071 42 0.0121 0.0050 0.0071 43 0.0122 0.0051 0.0071 44 0.0122 0.0051 0.0071 45 0.0122 0.0051 0.0071 46 0.0123 0.0051 0.0072 47 0.0123 0.0051 0.0072 48 0.0123 0.0051 0.0072 49 0.0124 0.0052 0.0072 50 0.0124 0.0052 0.0072 51 0.0125 0.0052 0.0073 52 0.0125 0.0052 0.0073 53 0.0125 0.0052 0.0073 54 0.0126 0.0052 0.0073 55 0.0126 0.0053 0.0074 56 0.0126 0.0053 0.0074 57 0.0127 0.0053 0.0074 58 0.0127 0.0053 0.0074 59 0.0128 0.0053 0.0075 60 0.0128 0.0053 0.0075 61 0.0129 0.0054 0.0075 62 0.0129 0.0054 0.0075 63 0.0130 0.0054 0.0076 64 0.0130 0.0054 0.0076 65 0.0131 0.0054 0.0076 66 0.0131 0.0054 0.0076 67 0.0131 0.0055 0.0077 68 0.0132 0.0055 0.0077 69 0.0132 0.0055 0.0077 70 0.0133 0.0055 0.0077 71 0.0133 0.0056 0.0078 72 0.0134 0.0056 0.0078 73 0.0134 0.0056 0.0078 74 0.0135 0.0056 0.0079 75 0.0135 0.0056 0.0079 • 76 0.0136 0.0057 0.0079. 77 0.0136 0.0057 0.0080 78 0.0137 0.0057 0.0080 79 0.0137 0.0057 0.0080 80 0.0138 0.0057 0.0080 81 0.0139 0.0058 0.0081 82 0.0139 0.0058 0.0081 83 0.0140 0.0058 0.0081 84 0.0140 0.0058 0.0082 85 0.0141 0.0059 0.0082 86 0.0141 0.0059 0.0082 87 0.0142 0.0059 0.0083 88 0.0142 0.0059 0.0083 89 0.0143 - 0.0060 0.0084 90 0.0144 0.0060 0.0084 91 0.0144 0.0060 0.0084 92 0.0145 0.0060 0.0085 93 0.0146 0.0061 0.0085 94 0.0146 0.0061 0.0085 95 0.0147 0.0061 0.0086 96 0.0147 0.0061 0.0086 97 0.0148 0.0062 0.0087 98 0.0149 0.0062 0.0087 99 0.0150 0.0062 0.0087 100 0.0150 0.0063 0.0088 101 0.0151 0.0063 0.0088 102 0.0152 0.0063 0.0089 103 0.0153 0.0064 0.0089 104 0.0153 0.0064 0.0089 105 0.0154 0.0064 0.0090 106 0.0155 0.0064 0.0090 107 0.0156 0.0065 0.0091 108 0.0156 0.0065 0.0091 109 0.0157 0.0066 0.0092 110 0.0158 0.0066 0.0092 111 0.0159 0.0066 0.0093 112 0.0160 0.0067 0.0093 113 0.0161 0.0067 0.0094 114 0.0162 0.0067 0.0094 115 0.0163 0.0068 0.0095 116 0.0163 0.0068 0.0095 117 0.0165 0.0069 0.0096 118 0.0165 0.0069 0.0096 119 0.0167 0.0069 0.0097 120 0.0167 0.0070 0.0098 121 0.0169 0.0070 0.0098 122 0.0169 0.0071 0.0099 123 0.0171 0.0071 0.0100 124 0.0172 0.0071 0.0100 125 0.0173 0.0072 0.0101 126 0.0174 0.0072 0.0101 127 0.0175 0.0073 0.0102 128 0.0176 0.0073 0.0103 129 0.0178 0.0074 0.0104 130 0.0179 0.0074 0.0104 131 0.0180 0.0075 0.0105 132 0.0181 0.0075 0.0106 133 0.0183 0.0076 0.0107 134 0.0184 0.0077 0.0107 135 0.0186 0.0077 0.0108 136 0.0187 0.0078 0.0109 137 0.0189 0.0079 0.0110 138 0.0190 0.0079 0.0111 • 139 0.0192 0.0080 0.0112 140 0.0193 0.0080 0.0113 141 0.0195 0.0081 0.0114 142 0.0196 0.0082 0.0115 143 0.0199 0.0083 0.0116 144 0.0200 0.0083 0.0117 145 0.0199 0.0083 0.0116 146 0.0201 0.0084 0.0117 147 0.0203 0.0085 0.0119 148 0.0205 0.0085 0.0119 149 0.0208 0.0086 0.0121 150 0.0209 0.0087 0.0122 151 0.0212 0.0088 0.0124 152 0.0214 0.0089 0.0125 153 0.0217 0.0090 0.0126 154 0.0218 0.0091 0.0127 155 0.0222 0.0092 0.0129 156 0.0224 0.0093 0.0131 157 0.0227 0.0095 0.0133 158 0.0229 0.0096 0.0134 159 0.0233 0.0097 0.0136 160 0.0236 0.0098 0.0137 161 0.0240 0.0100 0.0140 162 0.0242 0.0101 0.0141 163 0.0247 0.0103 0.0144 164 0.0250 0.0104 0.0146 165 0.0255 0.0106 0.0149 166 0.0258 0.0107 0.0150 167 0.0264 0.0110 0.0154 168 0.0267 0.0111 0.0156 169 0.0274 0.0114 0.0160 170 0.0278 0.0116 0.0162 171 0.0286 0.0119 0.0167 172 0.0290 0.0121 0.0169 173 0.0298 0.0124 0.0174 174 0.0303 0.0126 0.0177 175 0.0313 0.0130 0.0183 176 0.0319 0.0133 0.0186 177 0.0330 0.0138 0.0193 178 0.0337 0.0140 0.0197 179 0.0351 0.0146 0.0205 180 0.0360 0.0150 0.0210 181 0.0378 0.0157 0.0220 182 0.0388 0.0161 0.0226 183 0.0411 0.0171 0.0240 184 0.0424 0.0177 0.0248 185 0.0335 0.0139 0.0195 186 0.0353 0.0147 0.0206 187 0.0401 0.0167 0.0234 188 0.0433 0.0180 0.0252 189 0.0521 0.0217 0.0304 190 0.0589 0.0245 0.0343 191 0.0841 0.0322 0.0519 192 0.1157 0.0322 0.0835 193 0.3621 0.0322 0.3299 194 0.0685 0.0285 0.0400 195 0.0472 0.0196 0.0275 196 0.0375 0.0156 0.0219 197 0.0439 0.0183 0.0256 198 0.0399 0.0166 0.0233 199 0.0368 0.0153 0.0215 200 0.0-344 0.0143 0.0201 201 0.0324 0.0135 0.0189 r 202 0.0308 0.0128 0.0180 203 0.0294 0.0122 0.0171 204 0.0282 0.0117 0.0164 205 0.0270 0.0113 0.0158 206 0.0261 0.0109 0.0152 207 0.0252 0.0105 0.0147 208 0.0245 0.0102 0.0143 209 0.0238 0.0099 0.0139 210 0.0231 0.0096 0.0135 211 0.0226 0.0094 0.0132 212 0.0220 0.0092 0.0128 213 0.0215 0.0090 0.0126 214 0.0210 0.0088 0.0123 215 0.0206 0.0086 0.0120 216 0.0202 0.0084 0.0118 217 0.0201 0.0084 0.0117 218 0.0197 0.0082 0.0115 219 0.0194 0.0081 0.0113 220 0.0191 0.0079 0.0111 221 0.0188 0.0078 0.0110 222 0.0185 0.0077 0.0108 223 0.0182 0.0076 0.0106 224 0.0180 0.0075 0.0105 225 0.0177 0.0074 0.0103 226 0.0175 0.0073 0.0102 227 0.0172 0.0072 0.0101 228 0.0170 0.0071 0.0099 229 0.0168 0.0070 0.0098 230 0.0166 0.0069 0.0097 231 0.0164 0.0068 0.0096 232 0.0162 0.0068 0.0095 233 0.0160 0.0067 0.0094 234 0.0159 0.0066 0.0093 235 0.0157 0.0065 0.0092 236 0.0155 0.0065 0.0091 237 0.0154 0.0064 0.0090 238 0.0152 0.0063 0.0089 239 0.0151 0.0063 0.0088 240 0.0149 0.0062 0.0087 241 0.0148 0.0062 0.0086 242 0.0147 0.0061 0.0086 243 0.0145 0.0061 0.0085 244 0.0144 0.0060 0.0084 245 0.0143 0.0059 0.0083 246 0.0142 0.0059 0.0083 247 0.0140 0.0058 0.0082 248 0.0139 0.0058 0.0081 249 0.0138 0.0058 0.0081 250 0.0137 0.0057 0.0080 251 0.0136 0.0057 0.0079 252 0.0135 0.0056 0.0079 253 0.0134 0.0056 0.0078 254 0.0133 0.0055 0.0078 255 0.0132 0.0055 0.0077 256 0.0131 0.0055 0.0077 257 0.0130 0.0054 0.0076 258 0.0129 0.0054 0.0075 259 0.0128 0.0053 0.0075 260 0.0128 0.0053 0.0074 261 0.0127 0.0053 0.0074 262 0.0126 0.0052 0.0073 263 0.0125 0.0052 0.0073 264 0.0124 0.0052 0.0073 • • 265 0.0124 0.0051 0.0072 266 0.0123 0.0051 0.0072 267 0.0122 0.0051 0.0071 268 0.0121 0.0051 0.0071 269 0.0121 0.0050 0.0070 270 0.0120 0.0050 0.0070 271 0.0119 0.0050 0.0070 272 0.0119 0.0049 0.0069 273 0.0118 0.0049 0.0069 274 0.0117 0.0049 0.0068 275 0.0117 0.0049 0.0068 276 0.0116 0.0048 0.0068 277 0.0115 0.0048 0.0067 278 0.0115 0.0048 0.0067 279 0.0114 0.0048 0.0067 280 0.0114 0.0047 0.0066 281 0.0113 0.0047 0.0066 282 0.0112 0.0047 0.0066 283 0.0112 0.0047 0.0065 284 0.0111 0.0046 0.0065 285 0.0111 0.0046 0.0065 286 0.0110 0.0046 0.0064 287 0.0110 0.0046 0.0064 288 0.0109 0.0046 0.0064 Total soil rain loss = 2.21(In) Total effective rainfall = 3.43(In) Peak flow rate in flood hydrograph = 70.38(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff, Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 20.0 40.0 60.0 80.0 0+ 5 0.0008 0.12 Q 0+10 0.0061 0.76 Q 0+15 0.0186 1.82 Q 0+20 0.0356 2.47 VQ 0+25 0.0543 2.71 VQ 0+30 0.0734 2.78 VQ 0+35 0.0928 2.81 VQ 0+40 0.1123 2.84 VQ 0+45 0.1319 2.84 VQ 0+50 0.1516 2.85 VQ 0+55 0.1712 2.86 VQ 1+ 0 0.1910 2.86 VQ 1+ 5 0.2107 2.87 VQ 1+10 0.2306 2.88 VQ 1+15 0.2504 2.89 VQ 1+20 0.2704 2.89 Q 1+25 0.2903 2.90 Q 1+30 0.3103 2.91 Q 1+35 0.3304 2.91 Q 1+40 0.3505 2.92 Q 1+45 0.3707 2.93 Q 1+50 0.3909 2.94 Q 1+55 0.4112 2.94 Q 2+ 0 0.4315 2.95 Q • • • 2+ 5 0.4519 2.96 Q 2+10 0.4724 2.97 Q 2+15 0.4928 2.98 Q 2+20 0.5134 2.98 Q 2+25 0.5340 2.99 QV 2+30 0.5546 3.00 QV 2+35 0.5754 3.01 QV 2+40 0.5961 3.02 QV 2+45 0.6169 3.02 QV 2+50 0.6378 3.03 QV 2+55 0.6588 3.04 QV 3+ 0 0.6798 3.05 QV 3+ 5 0.7008 3.06 QV 3+10 0.7219 3.07 QV 3+15 0.7431 3.07 QV 3+20 0.7644 3.08 QV 3+25 0.7856 3.09 Q V 3+30 0.8070 3.10 Q V 3+35 0.8284 3.11 Q V 3+40 0.8499 3.12 Q V 3+45 0.8715 3.13 Q V 3+50 0.8931 3.14 Q V 3+55 0.9148 3.15 Q V 4+ 0 0.9365 3.16 Q V 4+ 5 0.9583 3.17 Q V 4+10 0.9802 3.18 Q V 4+15 1.0021 3.19 Q V 4+20 1.0241 3.20 Q V 4+25 1.0462 3.21 Q V 4+30 1.0684 3.22 Q V 4+35 1.0906 3.23 Q V 4+40 1.1129 3.24 Q V 4+45 1.1352 3.25 Q V 4+50 1.1577 3.26 Q V 4+55 1.1802 3.27 Q V 5+ 0 1.2028 3.28 Q V 5+ 5 1.2254 3.29 Q V 5+10 1.2482 3.30 Q V 5+15 1.2710 3.31 Q V 5+20 1.2938 3.32 Q V 5+25 1.3168 3.33 Q V 5+30 1.3399 3.35 Q V 5+35 1.3630 3.36 Q V 5+40 1.3862 3.37 Q V 5+45 1.4095 3.38 Q V 5+50 1.4328 3.39 Q V 5+55 1.4563 3.41 Q V 6+ 0 1.4798 3.42 Q V 6+ 5 1.5034 3.43 Q V 6+10 1.5271 3.44 Q V 6+15 1.5509 3.46 Q V 6+20 1.5748 3.47 Q V 6+25 1.5988 3.48 Q V 6+30 1.6229 3.49 Q V 6+35 1.6470 3.51 Q V 6+40 1.6713 3.52 Q V 6+45 1.6956 3.53 Q V 6+50 1.7201 3.55 Q V 6+55 1.7446 3.56 Q V 7+ 0 1.7692 3.58 Q V 7+ 5 1.7940 3.59 Q V 7+10 1.8188 3.61 Q V 7+15 1.8437 3.62 Q V • 7+20 1.8688 3.64 Q V 7+25 1.8939 3.65 Q V 7+30 1.9192 3.67 Q V 7+35 1.9445 3.68 Q V 7+40 1.9700 3.70 Q V 7+45 1.9956 3.71 Q V 7+50 2.0213 3.73 Q V 7+55 2.0471 3.75 Q V 8+ 0 2.0730 3.76 Q V 8+ 5 2.0990 3.78 Q V 8+10 2.1252 3.80 Q V 8+15 2.1514 3.82 Q V 8+20 2.1778 3.83 Q V 8+25 2.2044 3.85 Q V 8+30 2.2310 3.87 Q V 8+35 2.2578 3.89 Q V 8+40 2.2847 3.91 Q V 8+45 2.3117 3.93 Q V 8+50 2.3389 3.95 Q V 8+55 2.3662 3.97 Q V 9+ 0 2.3937 3.99 Q V 9+ 5 2.4213 4.01 Q V 9+10 2.4490 4.03 Q V 9+15 2.4769 4.05 Q V 9+20 2.5049 4.07 Q V 9+25 2.5331 4.09 Q V 9+30 2.5614 4.11 Q V 9+35 2.5899 4.14 Q V 9+40 2.6186 4.16 Q V 9+45 2.6474 4.18 Q V 9+50 2.6764 4.21 Q V 9+55 2.7055 4.23 Q V 10+ 0 2.7349 4.26 Q V 10+ 5 2.7644 4.28 Q V 10+10 2.7940 4.31 Q V 10+15 2.8239 4.34 Q V 10+20 2.8539 4.36 Q V 10+25 2.8842 4.39 Q V 10+30 2.9146 4.42 Q V 10+35 2.9452 4.45 Q V 10+40 2.9761 4.48 Q V 10+45 3.0071 4.51 Q V 10+50 3.0384 4.54 Q V 10+55 3.0698 4.57 Q V 11+ 0 3.1015 4.60 Q V 11+ 5 3.1334 4.63 Q V 11+10 3.1656 4.67 Q V 11+15 3.1979 4.70 Q V 11+20 3.2306 4.74 Q V 11+25 3.2634 4.77 Q V 11+30 3.2966 4.81 Q V 11+35 3.3300 4.85 Q V 11+40 3.3636 4.89 Q V 11+45 3.3975 4.93 Q V 11+50 3.4318 4.97 Q - V 11+55 3.4663 5.01 Q V 12+ 0 3.5011 5.05 Q V 12+ 5 3.5362 5.10 Q V 12+10 3.5715 5.12 Q V 12+15 3.6069 5.15 Q V 12+20 3.6426 5.18 Q V 12+25 3.6785 5.22 Q V 12+30 3.7148 5.27 Q V • • 12+35 3.7515 5.33 Q 12+40 3.7886 5.38 Q 12+45 3.8260 5.44 Q 12+50 3.8639 5.50 Q 12+55 3.9022 5.56 Q 13+ 0 3.9409 5.62 Q 13+ 5 3.9801 5.69 Q 13+10 4.0198 5.76 Q 13+15 4.0599 5.83 Q 13+20 4.1006 5.91 Q 13+25 4.1418 5.98 Q 13+30 4.1836 6.06 Q 13+35 4.2259 6.15 Q 13+40 4.2689 6.24 Q 13+45 4.3125 6.33 Q 13+50 4.3568 6.43 Q 13+55 4.4018 6.53 Q 14+ 0 4.4475 6.64 Q 14+ 5 4.4941 6.76 Q 14+10 4.5415 6.88 Q 14+15 4.5898 7.02 Q 14+20 4.6390 7.16 Q 14+25 4.6893 7.30 Q 14+30 4.7407 7.46 Q 14+35 4.7932 7.62 Q 14+40 4.8469 7.80 Q 14+45 4.9020 8.00 Q 14+50 4.9585 8.21 Q 14+55 5.0166 8.44 Q 15+ 0 5.0764 8.68 Q 15+ 5 5.1382 8.96 Q 15+10 5.2020 9.27 Q 15+15 5.2682 9.61 - Q 15+20 5.3371 10.00 Q 15+25 5.4081 10.32 Q 15+30 5.4777 10.11 Q 15+35 5.5435 9.54 Q 15+40 5.6093 9.56 Q 15+45 5.6798 10.24 Q 15+50 5.7585 11.42 Q 15+55 5.8500 13.28 Q 16+ 0 5.9665 16.92 Q 16+ 5 6.1608 28.22 16+10 6.5407 55.16 16+15 7.0254 70.38 16+20 7.3489 46.97 16+25 7.5189 24.69 16+30 7.6212 14.85 Q 16+35 7.7049 12.16 Q 16+40 7.7819 11.17 Q 16+45 7.8487 9.70 Q 16+50 7.9111 9.05 Q 16+55 7.9697 8.51 Q 17+ 0 8.0253 8.07 Q 17+ 5 8.0782 7.68 Q 17+10 8.1288 7.35 Q 17+15 8.1774 7.05 Q 17+20 8.2241 6.79 Q 17+25 8.2693 6.56 Q 17+30 8.3131 6.36 Q 17+35 8.3556 6.17 Q 17+40 8.3970 6.00 Q 17+45 8.4373 5.85 Q V V V. V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V V Q V Q V V V V V V V V V V V V V V V V V V • 17+50 8.4766 5.71 Q 17+55 8.5150 5.57 Q 18+ 0 8.5525 5.45 Q 18+ 5 8.5893 5.34 Q 18+10 8.6255 5.25 Q 18+15 8.6611 5.18 Q 18+20 8.6963 5.10 Q 18+25 8.7308 5.02 Q 18+30 8.7648 4.93 Q 18+35 8.7982 4.86 Q 18+40 8.8312 4.78 Q 18+45 8.8636 4.71 Q 18+50 8.8956 4.64 Q 18+55 8.9271 4.58 Q 19+ 0 8.9581 4.51 Q 19+ 5 8.9888 4.45 Q 19+10 9.0191 4.40 Q 19+15 9.0490 4.34 Q 19+20 9.0785 4.29 Q 19+25 9.1077 4.24 Q 19+30 9.1366 4.19 Q 19+35 9.1651 4.14 Q 19+40 9.1933 4.10 Q 19+45 9.2212 4.05 Q 19+50 9.2488 4.01 Q 19+55 9.2762 3.97 Q 20+ 0 9.3032 3.93 Q 20+ 5 9.3300 3.89 Q 20+10 9.3566 3.85 Q 20+15 9.3829 3.82 Q 20+20 9.4089 3.78 Q 20+25 9.4348 3.75 Q 20+30 9.4604 3.72 Q 20+35 9.4857 3.68 Q 20+40 9.5109 3.65 Q 20+45 9.5359 3.62 Q 20+50 9.5606 3.59 Q 20+55 9.5852 3.57 Q 21+ 0 9.6095 3.54 Q 21+ 5 9.6337 3.51 Q 21+10 9.6577 3.48 Q 21+15 9.6815 3.46 Q 21+20 9.7051 3.43 Q 21+25 9.7286 3.41 Q. 21+30 9.7519 3.38 Q 21+35 9.7750 3.36 Q 21+40 9.7980 3.34 Q 21+45 9.8208 3.31 Q 21+50 9.8435 3.29 Q 21+55 9.8660 3.27 Q 22+ 0 9.8884 3.25 Q 22+ 5 9.9106 3.23 Q 22+10 9.9327 3.21 Q 22+15 9.9547 3.19 Q 22+20 9.9765 3.17 Q 22+25 9.9982 3.15 Q 22+30 10.0198 3.13 Q 22+35 10.0412 3.11 Q 22+40 10.0625 3.09 Q 22+45 10.0837 3.08 Q 22+50 10.1048 3.06 Q 22+55 10.1257 3.04 Q 23+ 0 10.1465 3.03 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • • 23+ 5 10.1673 3.01 Q 23+10 10.1879 2.99 Q 23+15 10.2084 2.98 Q 23+20 10.2288 2.96 Q 23+25 10.2490 2.95 Q 23+30 10.2692 2.93 Q 23+35 10.2893 2.92 Q 23+40 10.3093 2.90 Q 23+45 10.3292 2.89 Q 23+50 10.3489 2.87 Q 23+55 10.3686 2.86 Q 24+ 0 10.3882 2.84 Q V V V V V V V V V V V V • • Unit Hydro graph Ana l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/25/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 2 Year Storm Event Detention -Infiltration Basin I Watershed Storm Event Year = 2 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) Rainfall data for year 10 36.50 1 (In) 0.98 Rainfall data for year 2 36.50 6 1.75 Rainfall data for year 2 36.50 24 3.30 Rainfall data for year 100 36.50 1 1.49 Rainfall data for year 100 36.50 6 3.85 Rainfall data for year 100 36.50 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** • • SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area (Ac.) 32.40 2.00 0.80 1.30 Area Fraction 0.888 0.055 0.022 0.036 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.100 0.079 0.773 0.850 0.657 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.386 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 16.20 16.20 Area Fract 0.444 0.444 0.20 0.005 1.80 0.049 0.68 0.019 0.12 0.003 1.30 0.036 SCS CN (AMC2) 32.0 98.0 SCS CN S Pervious (AMC3) Yield Fr 52.0 9.23 0.060 98.0 0.20 '0.929 32.0 52.0 98.0 98.0 9.23 0.060 0.20 0.929 33.0 53.0 8.87 0.068 98.0 98.0 0.20 0.929 50.0 70.0 4.29 0.269 Area -averaged catchment yield fraction, Y = 0.499 Area -averaged low loss fraction, Yb = 0.501 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 36.50(Ac.) Catchment Lag time = 0.176 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 47.2144 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.386(In/Hr) Average low loss rate fraction (Yb) = 0.501 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.231(In) Computed peak 30-minute rainfall = 0.473(In) Specified peak 1-hour rainfall = 0.624(In) Computed peak 3-hour rainfall = 1.174(In) Specified peak 6-hour rainfall = 1.750(In) Specified peak 24-hour rainfall = 3.300(In) Rainfall depth area reduction factors: Using a total area of 5-minute factor = 0.998 30-minute factor = 0.998 1-hour factor = 0.998 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 36.50(Ac.) (Ref: fig. E-4) Adjusted rainfall = 0.230(In) Adjusted rainfall = 0.472(In) Adjusted rainfall = 0.622(In) Adjusted rainfall = 1.174(In) Adjusted rainfall = 1.750(In) Adjusted rainfall = 3.300(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 1 4.105 441.42 (CFS)) 18.120 2 26.745 99.941 3 64.163 165.167 4 87.320 102.223 5 95.949 38.088 6 98.470 11.132 7 99.324 3.768 8 100.000 2.984 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2304 0.2304 2 0.3040 0.0736 3 0.3575 0.0535 4 0.4011 0.0436 5 0.4386 0.0374 6 0.4717 0.0332 7 0.5017 0.0300 8 0.5293 0.0275 9 0.5548 0.0255 10 0.5787 0.0239 11 0.6012 0.0225 12 0.6225 0.0213 13 0.6519 0.0294 14 0.6804 0.0285 15 0.7080 0.0276 16 0.7349 0.0269 17 0.7611 0.0262 18 0.7866 0.0255 19 0.8116 0.0249 20 0.8360 0.0244 21 0.8598 0.0239 22 0.8833 0.0234 23 0.9062 0.0230 24 0.9288 0.0225 25 0.9509 0.0221 26 0.9727 0.0218 27 0.9941 0.0214 28 1.0152 0.0211 29 1.0360 0.0208 30 1.0565 0.0205 31 1.0766 0.0202 32 1.0966 0.0199 33 1.1162 0.0197 34 1.1356 0.0194 35 1.1548 0.0192 36 1.1737 0.0189 37 1.1924 0.0187 38 1.2108 0.0185 39 1.2291 0.0183 40 1.2472 0.0181 41 1.2650 0.0179 42 1.2827 0.0177 43 1.3002 0.0175 44 1.3176 0.0173 45 1.3347 0.0172 46 1.3517 0.0170 47 1.3686 0.0169 48 1.3853 0.0167 49 1.4018 0.0166 50 1.4183 0.0164 51 1.4345 0.0163 52 1.4507 0.0161 53 1.4667 0.0160 f 54 1.4826 0.0159 55 1.4983 0.0158 56 1.5139 0.0156 57 1.5295 0.0155 58 1.5449 0.0154 59 1.5602 0.0153 60 1.5753 0.0152 61 1.5904 0.0151 62 1.6054 0.0150 63 1.6202 0.0149 64 1.6350 0.0148 65 1.6497 0.0147 66 1.6642 0.0146 67 1.678.7 0.0145 68 1.6931 0.0144 69 1.7074 0.0143 70 1.7216 0.0142 71 1.7358 0.0141 72 1.7498 0.0140 73 1.7609 0.0111 74 1.7719 0.0110 75 1.7828 0.0109 76 1.7936 0.0108 77 1.8044 0.0108 78 1.8151 0.0107 79 1.8257 0.0106 80 1.8362 0.0105 81 1.8467 0.0105 82 1.8571 0.0104 83 1.8674 0.0103 84 1.8777 0.0103 85 1.8879 0.0102 86 1.8980 0.0101 87 1.9081 0.0101 88 1.9181 0.0100 89 1.9280 0.0099 90 1.9379 0.0099 91 1.9477 0.0098 92 1.9575 0.0098 93 1.9672 0.0097 94 1.9769 0.0097 95 1.9865 0.0096 96 1.9960 0.0095 97 2.0055 0.0095 98 2.0149 0.0094 99 2.0243 0.0094 100 2.0336 0.0093 101 2.0429 0.0093 102 2.0522 0.0092 103 2.0613 0.0092 104 2.0705 0.0091 105 2.0796 0.0091 106 2.0886 0.0090 107 2.0976 0.0090 108 2.1065 0.0089 109 2.1154 0.0089 110 2.1243 0.0089 111 2.1331 0.0088 112 2.1419 0.0088 113 2.1506 0.0087 114 2.1593 0.0087 115 2.1680 0.0086 116 2.1766 0.0086 117 2.1851 0.0086 118 2.1937 0.0085 119 2.2021 0.0085 120 2.2106 0.0084 121 2.2190 0.0084 122 2.2274 0.0084 123 2.2357 0.0083 124 2.2440 0.0083 125 2.2523 0.0083 126 2.2605 0.0082 127 2.2687 0.0082 128 2.2768 0.0082 129 2.2850 0.0081 130 2.2931 0.0081 131 2.3011 0.0081 132 2.3091 0.0080 133 2.3171 0.0080 134 2.3251 0.0080 135 2.3330 0.0079 136 2.3409 0.0079 137 2.3488 0.0079 138 2.3566 0.0078 139 2.3644 0.0078 140 2.3722 0.0078 141 2.3799 0.0077 142 2.3876 0.0077 143 2.3953 0.0077 144 2.4029 0.0077 145 2.4106 0.0076 146 2.4181 0.0076 147 2.4257 0.0076 148 2.4332 0.0075 149 2.4408 0.0075 150 2.4482 0.0075 151 2.4557 0.0075 152 2.4631 0.0074 153 2.4705 0.0074 154 2.4779 0.0074 155 2.4853 0.0074 156 2.4926 0.0073 157 2.4999 0.0073 158 2.5072 0.0073 159 2.5144 0.0072 160 2.5216 0.0072 161 2.5288 0.0072 162 2.5360 0.0072 163 2.5431 0.0072 164 2.5503 0.0071 165 2.5574 0.0071 166 2.5645 0.0071 167 2.5715 0.0071 168 2.5786 0.0070 169 2.5856 0.0070 170 2.5926 0.0070 171 2.5995 0.0070 172 2.6065 0.0069 173 2.6134 0.0069 174 2.6203 0.0069 175 2.6272 0.0069 176 2.6340 0.0069 177 2.6409 0.0068 178 2.6477 0.0068 179 2.6545 0.0068 • • 180 2.6613 0.0068 181 2.6680 0.0068 182 2.6748 0.0067 183 2.6815 0.0067 184 2.6882 0.0067 185 2.6948 0.0067 186 2.7015 0.0067 187 2.7081 0.0066 188 2.7148 0.0066 189 2.7213 0.0066 190 2.7279 0.0066 191 2.7345 0.0066 192 2.7410 0.0065 193 2.7476 0.0065 194 2.7541 0.0065 195 2.7605 0.0065 196 2.7670 0.0065 197 2.7735 0.0065 198 2.7799 0.0064 199 2.7863 0.0064 200 2.7927 0.0064 201 2.7991 0.0064 202 2.8055 0.0064 203 2.8118 0.0063 204 2.8181 0.0063 205 2.8245 0.0063 206 2.8307 0.0063 207 2.8370 0.0063 208 2.8433 0.0063 209 2.8495 0.0062 210 2.8558 0.0062 211 2.8620 0.0062 212 2.8682 0.0062 213 2.8744 0.0062 214 2.8805 0.0062 215 2.8867 0.0062 216 2.8928 0.0061 217 2.8989 0.0061 218 2.9050 0.0061 219 2.9111 0.0061 220 2.9172 0.0061 221 2.9233 0.0061 222 2.9293 0.0060 223 2.9353 0.0060 224 2.9414 0.0060 225 2.9474 0.0060 226 2.9534 0.0060 227 2.9593 0.0060 228 2.9653 0.0060 229 2.9712 0.0059 230 2.9772 0.0059 231 2.9831 0.0059 232 2.9890 0.0059 233 2.9949 0.0059 234 3.0007 0.0059 235 3.0066 0.0059 236 3.0125 0.0058 237 3.0183 0.0058 238 3.0241 0.0058 239 3.0299 0.0058 240 3.0357 0.0058 241 3.0415 0.0058 242 3.0473 0.0058 243 3.0530 0.0058 244 3.0588 0.0057 245 3.0645 0.0057 246 3.0702 0.0057 247 3.0759 0.0057 248 3.0816 0.0057 249 3.0873 0.0057 250 3.0930 0.0057 251 3.0986 0.0057 252 3.1043 0.0056 253 3.1099 0.0056 254 3.1155 0.0056 255 3.1211 0.0056 256 3.1267 0.0056 257 3.1323 0.0056 258 3.1379 0.0056 259 3.1434 0.0056 260 3.1490 0.0055 261 3.1545 0.0055 262 3.1600 0.0055 263 3.1655 0.0055 264 3.1710 0.0055 265 3.1765 0.0055 266 3.1820 0.0055 267 3.1875 0.0055 268 3.1929 0.0055 269 3.1984 0.0054 270 3.2038 0.0054 271 3.2092 0.0054 272 3.2147 0.0054 273 3.2201 0.0054 274 3.2255 0.0054 275 3.2308 0.0054 276 3.2362 0.0054 277 3.2416 0.0054 278 3.2469 0.0053 279 3.2523 0.0053 280 3.2576 0.0053 281 3.2629 0.0053 282 3.2682 0.0053 283 3.2735 0.0053 284 3.2788 0.0053 285 3.2841 0.0053 286 3.2893 0.0053 287 3.2946 0.0053 288 3.2998 0.0052 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0052 0.0026 0.0026 2 0.0053 0.0026 0.0026 3 0.0053 0.0026 0.0026 4 0.0053 0.0026 0.0026 5 0.0053 0.0027 0.0026 6 0.0053 0.0027 0.0027 7 0.0053 0.0027 0.0027 8 0.0053 0.0027 0.0027 9 0.0054 0.0027 0.0027 10 0.0054 0.0027 0.0027 11 0.0054 0.0027 0.0027 12 0.0054 0.0027 0.0027 13 0.0054 0.0027 0.0027 14 0.0054 0.0027 0.0027 15 0.0055 0.0027 0.0027 16 0.0055 0.0027 0.0027 17 0.0055 0.0028 0.0027 18 0.0055 0.0028 0.0028 19 0.0055 0.0028 0.0028 20 0.0055 0.0028 0.0028 21 0.0056 0.0028 0.0028 22 0.0056 0.0028 0.0028 23 0.0056 0.0028 0.0028 24 0.0056 0.0028 0.0028 25 0.0056 0.0028 0.0028 26 0.0057 0.0028 0.0028 27 0.0057 0.0028 0.0028 28 0.0057 0.0029 0.0028 29 0.0057 0.0029 0.0029 30 0.0057 0.0029 0.0029 31 0.0058 0.0029 0.0029 32 0.0058 0.0029 0.0029 33 0.0058 0.0029 0.0029 34 0.0058 0.0029 0.0029 35 0.0058 0.0029 0.0029 36 0.0058 0.0029 0.0029 37 0.0059 0.0029 0.0029 38 0.0059 0.0029 0.0029 39 0.0059 0.0030 0.0030 40 0.0059 0.0030 0.0030 41 0.0060 0.0030 0.0030 42 0.0060 0.0030 0.0030 43 0.0060 0.0030 0.0030 44 0.0060 0.0030 0.0030 45 0.0060 0.0030 0.0030 46 0.0061 0.0030 0.0030 47 0.0061 0.0031 0.0030 48 0.0061 0.0031 0.0030 49 0.0061 0.0031 0.0031 50 0.0062 0.0031 0.0031 51 0.0062 0.0031 0.0031 52 0.0062 0.0031 0.0031 53 0.0062 0.0031 0.0031 54 0.0062 0.0031 0.0031 55 0.0063 0.0031 0.0031 56 0.0063 0.0032 0.0031 57 0.0063 0.0032 0.0032 58 0.0063 0.0032 0.0032 59 0.0064 0.0032 0.0032 60 0.0064 0.0032 0.0032 61 0.0064 0.0032 0.0032 62 0.0065 0.0032 0.0032 63 0.0065 0.0032 0.0032 64 0.0065 0.0033 0.0032 65 0.0065 0.0033 0.0033 66 0.0066 0.0033 0.0033 67 0.0066 0.0033 0.0033 68 0.0066 0.0033 0.0033 69 0.0067 0.0033 0.0033 70 0.0067 0.0033 0.0033 71 0.0067 0.0034 0.0034 72 0.0067 0.0034 0.0034 73 0.0068 0.0034 0.0034 74 0.0068 0.0034 0.0034 75 0.0068 0.0034 0.0034 • 76 0.0069 0.0034 0.0034 77 0.0069 0.0035 0.0034 78 0.0069 0.0035 0.0035 79 0.0070 0.0035 0.0035 80 0.0070 0.0035 0.0035 81 0.0070 0.0035 0.0035 82 0.0071 0.0035 0.0035 83 0.0071 0.0036 0.0035 84 0.0071 0.0036 0.0036 85 0.0072 0.0036 0.0036 86 0.0072 0.0036 0.0036 87 0.0072 0.0036 0.0036 88 0.0073 0.0036 0.0036 89 0.0073 0.0037 0.0037 90 0.0074 0.0037 0.0037 91 0.0074 0.0037 0.0037 92 0.0074 0.0037 0.0037 93 0.0075 0.0037 0.0037 94 0.0075 0.0038 0.0037 95 0.0076 0.0038 0.0038 96 0.0076 0.0038 0.0038 97 0.0077 0.0038 0.0038 98 0.0077 0.0038 0.0038 99 0.0077 0.0039 0.0039 100 0.0078 0.0039 0.0039 101 0.0078 0.0039 0.0039 102 0.0079 0.0039 0.0039 103 0.0079 0.0040 0.0040 104 0.0080 0.0040 0.0040 105 0.0080 0.0040 0.0040 106 0.0081 0.0040 0.0040 107 0.0081 0.0041 0.0041 108 0.0082 0.0041 0.0041 109 0.0082 0.0041 0.0041 110 0.0083 0.0041 0.0041 111 0.0083 0.0042 0.0042 112 0.0084 0.0042 0.0042 113 0.0084 0.0042 0.0042 114 0.0085 0.0043 0.0042 115 0.0086 0.0043 0.0043 116 0.0086 0.0043 0.0043 117 0.0087 0.0044 0.0043 118 0.0087 0.0044 0.0044 119 0.0088 0.0044 0.0044 120 0.0089 0.0044 0.0044 121 0.0089 0.0045 0.0045 122 0.0090 0.0045 0.0045 123 0.0091 0.0046 0.0045 124 0.0091 0.0046 0.0046 125 0.0092 0.0046 0.0046 126 0.0093 0.0046 0.0046 127 0.0094 0.0047 0.0047 128 0.0094 0.0047 0.0047 129 0.0095 0.0048 0.0048 130 0.0096 0.0048 0.0048 131 0.0097 0.0049 0.0048 132 0.0098 0.0049 0.0049 133 0.0099 0.0049 0.0049 134 0.0099 0.0050 0.0050 135 0.0101 0.0050 0.0050 136 0.0101 0.0051 0.0051 137 0.0103 0.0051 0.0051 138 0.0103 0.0052 0.0052 139 0.0105 0.0052 0.0052 140 0.0105 0.0053 0.0053 141 0.0107 0.0054 0.0053 142 0.0108 0.0054 0.0054 143 0.0109 0.0055 0.0054 144 0.0110 0.0055 0.0055 145 0.0140 0.0070 0.0070 146 0.0141 0.0071 0.0071 147 0.0143 0.0072 0.0071 148 0.0144 0.0072 0.0072 149 0.0146 0.0073 0.0073 150 0.0147 0.0073 0.0073 151 0.0149 0.0074 0.0074 152 0.0150 0.0075 0.0075 153 0.0152 0.0076 0.0076 154 0.0153 0.0077 0.0076 155 0.0155 0.0078 0.0077 156 0.0156 0.0078 0.0078 157 0.0159 0.0080 0.0079 158 0.0160 0.0080 0.0080 159 0.0163 0.0081 0.0081 160 0.0164 0.0082 0.0082 161 0.0167 0.0084 0.0083 162 0.0169 0.0084 0.0084 163 0.0172 0.0086 0.0086 164 0.0173 0.0087 0.0087 165 0.0177 0.0089 0.0088 166 0.0179 0.0089 0.0089 167 0.0183 0.0091 0.0091 168 0.0185 0.0092 0.0092 169 0.0189 0.0095 0.0095 170 0.0192 0.0096 0.0096 171 0.0197 0.0098 0.0098 172 0.0199 0.0100 0.0099 173 0.0205 0.0103 0.0102 174 0.0208 0.0104 0.0104 175 0.0214 0.0107 0.0107 176 0.0218 0.0109 0.0109 177 0.0225 0.0113 0.0113 178 0.0230 0.0115 0.0115 179 0.0239 0.0120 0.0119 180 0.0244 0.0122 0.0122 181 0.0255 0.0128 0.0127 182 0.0262 0.0131 0.0131 183 0.0276 0.0138 0.0138 184 0.0285 0.0143 0.0142 185 0.0213 0.0107 0.0106 186 0.0225 0.0113 0.0112 187 0.0255 0.0128 0.0127 188 0.0275 0.0138 0.0137 189 0.0332 0.0166 0.0166 190 0.0374 0.0188 0.0187 191 0.0535 0.0268 0.0267 192 0.0736 0.0322 0.0414 193 0.2304 0.0322 0.1982 194 0.0436 0.0218 0.0218 195 0.0300 0.0150 0.0150 196 0.0239 0.0120 0.0119 197 0.0294 0.0147 0.0147 198 0.0269 0.0135 0.0134 199 0.0249 0.0125 0.0125 200 0.0234 0.0117 0.0117 201 0.0221 0.0111 0.0111 • 202 0.0211 0.0106 0.0105 203 0.0202 0.0101 0.0101 204 0.0194 0.0097 0.0097 205 0.0187 0.0094 0.0093 206 0.0181 0.0090 0.0090 207 0.0175 0.0088 0.0087 208 0.0170 0.0085 0.0085 209 0.0166 0.0083 0.0083 210 0.0161 0.0081 0.0081 211 0.0158 0.0079 0.0079 212 0.0154 0.0077 0.0077 213 0.0151 0.0075 0.0075 214 0.0148 0.0074 0.0074 215 0.0145 0.0073 0.0072 216 0.0142 0.0071 0.0071 217 0.0111 0.0055 0.0055 218 0.0108 0.0054 0.0054 219 0.0106 0.0053 0.0053 220 0.0104 0.0052 0.0052 221 0.0102 0.0051 0.0051 222 0.0100 0.0050 0.0050 223 0.0098 0.0049 0.0049 224 0.0097 0.0048 0.0048 225 0.0095 0.0048 0.0047 226 0.0093 0.0047 0.0047 227 0.0092 0.0046 0.0046 228 0.0090 0.0045 0.0045 229 0.0089 0.0045 0.0044 230 0.0088 0.0044 0.0044 231 0.0086 0.0043 0.0043 232 0.0085 0.0043 0.0043 233 0.0084 0.0042 0.0042 234 0.0083 0.0042 0.0041 235 0.0082 0.0041 0.0041 236 0.0081 0.0041 0.0040 237 0.0080 0.0040 0.0040 238 0.0079 0.0040 0.0039 239 0.0078 0.0039 0.0039 240 0.0077 0.0039 0.0038 241 0.0076 0.0038 0.0038 242 0.0075 0.0038 0.0038 243 0.0075 0.0037 0.0037 244 0.0074 0.0037 0.0037 245 0.0073 0.0037 0.0036 246 0.0072 0.0036 0.0036 247 0.0072 0.0036 0.0036 248 0.0071 0.0035 0.0035 249 0.0070 0.0035 0.0035 250 0.0069 0.0035 0.0035 251 0.0069 0.0034 0.0034 252 0.0068 0.0034 0.0034 253 0.0068 0.0034 0.0034 254 0.0067 0.0034 0.0033 255 0.0066 0.0033 0.0033 256 0.0066 0.0033 0.0033 257 0.0065 0.0033 0.0033 258 0.0065 0.0032 0.0032 259 0.0064 0.0032 0.0032 260 0.0064 0.0032 0.0032 261 0.0063 0.0032 0.0032 262 0.0063 0.0031 0.0031 263 0.0062 0.0031 0.0031 264 0.0062 0.0031 0.0031 • • 265 0.0061 0.0031 0.0031 266 0.0061 0.0030 0.0030 267 0.0060 0.0030 0.0030 268 0.0060 0.0030 0.0030 269 0.0059 0.0030 0.0030 270 0.0059 0.0030 0.0029 271 0.0059 0.0029 0.0029 272 0.0058 0.0029 0.0029 273 0.0058 0.0029 0.0029 274 0.0057 0.0029 0.0029 275 0.0057 0.0029 0.0028 276 0.0057 0.0028 0.0028 277 0.0056 0.0028 0.0028 278 0.0056 0.0028 0.0028 279 0.0056 0.0028 0.0028 280 0.0055 0.0028 0.0028 281 0.0055 0.0027 0.0027 282 0.0055 0.0027 0.0027 283 0.0054 0.0027 0.0027 284 0.0054 0.0027 0.0027 285 0.0054 0.0027 0.0027 286 0.0053 0.0027 0.0027 287 0.0053 0.0027 0.0026 288 0.0053 0.0026 0.0026 Total soil rain loss = 1.56(In) Total effective rainfall = 1.74(In) Peak flow rate in flood hydrograph = 40.75(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 0+ 5 0.0003 0.05 Q 0+10 0.0025 0.31 Q 0+15 0.0076 0.74 Q 0+20 0.0145 1.01 Q 0+25 0.0222 1.12 Q 0+30 0.0301 1.15 Q 0+35 0.0381 1.16 Q 0+40 0.0462 1.17 Q 0+45 0.0543 1.18 Q 0+50 0.0624 1.18 Q 0+55 0.0705 1.18 Q 1+ 0 0.0787 1.19 Q 1+ 5 0.0869 1.19 Q 1+10 0.0951 1.19 Q 1+15 0.1033 1.20 Q 1+20 0.1116 1.20 Q 1+25 0.1199 1.20 Q 1+30 0.1282 1.21 Q 1+35 0.1366 1.21 QV 1+40 0.1449 1.21 QV 1+45 0.1533 1.22 QV 1+50 0.1617 1.22 QV 1+55 0.1702 1.23 QV 2+ 0 0.1786 1.23 QV • 2+ 5 0.1871 1.23 QV 2+10 0.1957 1.24 QV 2+15 0.2042 1.24 QV 2+20 0.2128 1.25 QV 2+25 0.2214 1.25 QV 2+30 0.2300 1.25 Q 2+35 0.2387 1.26 Q 2+40 0.2474 1.26 Q 2+45 0.2561 1.27 Q 2+50 0.2649 1.27 QV 2+55 0.2737 1.28 QV 3+ 0 0.2825 1.28 QV 3+ 5 0.2913 1.28 QV 3+10 0.3002 1.29 QV 3+15 0.3091 1.29 QV 3+20 0.3180 1.30 QV 3+25 0.3270 1.30 QV 3+30 0.3360 1.31 QV 3+35 0.3450 1.31 QV 3+40 0.3541 1.32 QV 3+45 0.3632 1.32 QV 3+50 0.3723 1.33 QV 3+55 0.3815 1.33 QV 4+ 0 0.3907 1.34 QV 4+ 5 0.3999 1.34 Q V 4+10 0.4091 1.35 Q V 4+15 0.4184 1.35 Q V 4+20 0.4278 1.36 Q V 4+25 0.4371 1.36 Q V 4+30 0.4466 1.37 Q V 4+35 0.4560 1.37 Q V 4+40 0.4655 1.38 Q V 4+45 0.4750 1.38 Q V 4+50 0.4845 1.39 Q V 4+55 0.4941 1.39 Q V 5+ 0 0.5038 1.40 Q V 5+ 5 0.5134 1.40 Q V 5+10 0.5231 1.41 Q V 5+15 0.5329 1.42 Q V 5+20 0.5427 1.42 Q V 5+25 0.5525 1.43 Q. V 5+30 0.5624 1.43 Q V 5+35 0.5723 1.44 Q V 5+40 0.5822 1.45 Q V 5+45 0.5922 1.45 Q V 5+50 0.6023 1.46 Q V 5+55 0.6124 1.46 Q V 6+ 0 0.6225 1.47 Q V 6+ 5 0.6327 1.48 Q V 6+10 0.6429 1.48 Q V 6+15 0.6531 1.49 Q V 6+20 0.6634 1.50 Q V 6+25 0.6738 1.50 Q V 6+30 0.6842 1.51 Q V 6+35 0.6947 1.52 Q V 6+40 0.7052 1.53 Q V 6+45 0.7157 1.53 Q V 6+50 0.7263 1.54 Q V 6+55 0.7370 1.55 Q V 7+ 0 0.7477 1.55 Q V 7+ 5 0.7585 1.56 Q V 7+10 0.7693 1.57 Q V 7+15 0.7801 1.58 Q V • • 7+20 0.7911 1.59 Q V 7+25 0.8020 1.59 Q V 7+30 0.8131 1.60 Q V 7+35 0.8242 1.61 Q V 7+40 0.8353 1.62 Q V 7+45 0.8465 1.63 Q V 7+50 0.8578 1.64 Q V 7+55 0.8691 1.65 Q V 8+ 0 0.8805 1.65 Q V 8+ 5 0.8920 1.66 Q V 8+10 0.9035 1.67 Q V 8+15 0.9151 1.68 Q V 8+20 0.9267 1.69 Q V 8+25 0.9384 1.70 Q V 8+30 0.9502 1.71 Q V 8+35 0.9621 1.72 Q V 8+40 0.9740 1.73 Q V 8+45 0.9860 1.74 Q V 8+50 0.9981 1.75 Q V 8+55 1.0102 1.76 Q V 9+ 0 1.0224 1.77 Q V 9+ 5 1.0347 1.79 Q V 9+10 1.0471 1.80 Q V 9+15 1.0596 1.81 Q V 9+20 1.0721 1.82 Q V 9+25 1.0847 1.83 Q V 9+30 1.0974 1.84 Q V 9+35 1.1102 1.86 Q V 9+40 1.1231 1.87 Q V 9+45 1.1360 1.88 Q V 9+50 1.1491 1.90 Q V 9+55 1.1622 1.91 Q V 10+ 0 1.1755 1.92 Q V 10+ 5 1.1888 1.94 Q V 10+10 1.2023 1.95 Q V 10+15 1.2158 1.97 Q V 10+20 1.2294 1.98 Q V 10+25 1.2432 2.00 Q V 10+30 1.2570 2.01 Q V 10+35 1.2710 2.03 Q V. 10+40 1.2851 2.04 Q V 10+45 1.2993 2.06 Q V 10+50 1.3136 2.08 Q V 10+55 1.3280 2.10 Q V 11+ 0 1.3426 2.11 Q V 11+ 5 1.3573 2.13 Q V 11+10 1.3721 2.15 Q V 11+15 1.3870 2.17 Q V 11+20 1.4021 2.19 Q V 11+25 1.4173 2.21 Q V 11+30 1.4327 2.23 Q V 11+35 1.4482 2.25 Q V 11+40 1.4639 2.27 Q V 11+45 1.4797 2.30 Q V 11+50 1.4957 2.32 Q V 11+55 1.5118 2.35 Q V 12+ 0 1.5282 2.37 Q V 12+ 5 1.5448 2.42 Q V 12+10 1.5627 2.59 Q V 12+15 1.5824 2.86 Q V 12+20 1.6032 3.03 Q V 12+25 1.6247 3.11 Q V 12+30 1.6464 3.16 Q V • • 12+35 1.6684 3.20 12+40 1.6907 3.23 12+45 1.7132 3.26 12+50 1.7359 3.30 12+55 1.7588 3.33 13+ 0 1.7820 3.37 13+ 5 1.8055 3.40 13+10 1.8292 3.44 13+15 1.8532 3.48 13+20 1.8774 3.53 13+25 1.9020 3.57 13+30 1.9269 3.61 13+35 1.9521 3.66 13+40 1.9777 3.71 13+45 2.0036 3.76 13+50 2.0299 3.82 13+55 2.0566 3.88 14+ 0 2.0837 3.93 14+ 5 2.1112 4.00 14+10 2.1392 4.07 14+15 2.1678 4.14 14+20 2.1968 4.22 14+25 2.2264 4.30 14+30 2.2567 4.39 14+35 2.2875 4.48 14+40 2.3190 4.58 14+45 2.3513 4.68 14+50 2.3843 4.80 14+55 2.4182 4.92 15+ 0 2.4530 5.06 15+ 5 2.4889 5.21 15+10 2.5259 5.38 15+15 2.5642 5.56 15+20 2.6040 5.77 15+25 2.6448 5.93 15+30 2.6844 5.75 15+35 2.7210 5.32 15+40 2.7571 5.25 15+45 2.7956 5.58 15+50 2.8383 6.21 15+55 2.8878 7.19 16+ 0 2.9494 8.94 16+ 5 3.0521 14.92 16+10 3.2640 30.76 16+15 3.5446 40.75 16+20 3.7345 27.56 16+25 3.8331 14.32 16+30 3.8915 8.48 16+35 3.9390 6.90 16+40 3.9836 6.47 16+45 4.0222 5.61 16+50 4.0584 5.26 16+55 4.0927 4.97 17+ 0 4.1252 4.73 17+ 5 4.1563 4.52 17+10 4.1862 4.33 17+15 4.2149 4.17 17+20 4.2426 4.02 17+25 4.2694 3.90 17+30 4.2954 3.78 17+35 4.3208 3.68 17+40 4.3454 3.58 17+45 4.3695 3.50 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V Q V Q V V V V V V V V V V V V V V V 17+50 4.3930 3.42 Q 17+55 4.4161 3.34 Q 18+ 0 4.4386 3.27 Q 18+ 5 4.4605 3.18 Q 18+10 4.4810 2.98 Q 18+15 4.4995 2.68 Q 18+20 4.5166 2.48 Q 18+25 4.5330 2.38 Q 18+30 4.5489 2.31 Q 18+35 4.5645 2.26 Q 18+40 4.5798 2.22 Q 18+45 4.5948 2.18 Q 18+50 4.6095 2.14 Q 18+55 4.6240 2.10 Q 19+ 0 4.6382 2.07 Q 19+ 5 4.6522 2.03 Q 19+10 4.6659 2.00 Q 19+15 4.6795 1.97 Q 19+20 4.6929 1.94 Q 19+25 4.7061 1.91 Q 19+30 4.7190 1.89 Q 19+35 4.7319 1.86 Q 19+40 4.7445 1.84 Q 19+45 4.7570 1.81 Q 19+50 4.7693 1.79 Q 19+55 4.7814 1.77 Q 20+ 0 4.7935 1.74 Q 20+ 5 4.8053 1.72 Q 20+10 4.8171 1.70 Q 20+15 4.8287 1.68 Q 20+20 4.8401 1.67 Q 20+25 4.8515 1.65 Q 20+30 4.8627 1.63 Q 20+35 4.8738 1.61 Q 20+40 4.8848 1.60 Q 20+45 4.8957 1.58 Q 20+50 4.9065 1.56 Q 20+55 4.9171 1.55 Q 21+ 0 4.9277 1.53 Q 21+ 5 4.9382 1.52 Q 21+10 4.9485 1.51 Q 21+15 4.9588 1.49 Q 21+20 4.9690 1.48 Q 21+25 4.9791 1.47 Q 21+30 4.9891 1.45 Q 21+35 4.9990 1.44 Q 21+40 5.0089 1.43 Q 21+45 5.0186 1.42 Q 21+50 5.0283 1.41 Q 21+55 5.0379 1.39 Q 22+ 0 5.0474 1.38 Q 22+ 5 5.0569 1.37 Q 22+10 5.0662 1.36 Q 22+15 5.0755 1.35 Q 22+20 5.0848 1.34 Q 22+25 5.0940 1.33 Q 22+30 5.1031 1.32 Q 22+35 5.1121 1.31 Q 22+40 5.1211 1.30 Q 22+45 5.1300 1.29 Q 22+50 5.1388 1.28 Q 22+55 5.1476 1.28 Q 23+ 0 5.1563 1.27 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 23+ 5 5.1650 1.26 IQ 23+10 5.1736 1.25 IQ 23+15 5.1822 1.24 Q 23+20 5.1907 1.23 Q 23+25 5.1991 1.23 Q 23+30 5.2075 1.22 Q 23+35 5.2159 1.21 Q 23+40 5.2242 1.20 Q 23+45 5.2324 1.20 Q 23+50 5.2406 1.19 Q 23+55 5.2488 1.18 Q 24+ 0 5.2569 1.18 Q i V V V V V V V V V V V V Developed Condition- 100, 25,10, 2 Year Storm Event Basin II Watershed • • Unit H y d r o g r a p h Anal y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/25/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 100 Year Storm Event Detention -Infiltration Basin II Watershed Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.00 1 0.98 Rainfall data for year 2 8.00 6 1.75 Rainfall data for year 2 8.00 24 3.30 Rainfall data for year 100 8.00 1 1.49 Rainfall data for year 100 8.00 6 3.85 Rainfall data for year 100 8.00 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** • • SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area Area Fp(Fig C6) Ap Fm (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 7.40 0.925 0.785 0.500 0.393 0.20 0.025 0.785 0.100 0.079 0.10 0.013 0.773 0.850 0.657 0.30 0.037 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 3.70 3.70 Area Fract 0.463 0.463 0.02 0.003 0.18 0.023 0.09 0.011 0.02 0.002 0.30 0.037 SCS CN (AMC2) 32.0 98.0 SCS CN S Pervious (AMC3) Yield Fr 52.0 9.23 0.347 98.0 0.20 0.973 32.0 52.0 98.0 98.0 33.0 53.0 98.0 98.0 50.0 70.0 9.23 0.347 0.20 0.973 8.87 0.361 0.20 0.973 4.29 0.593 Area -averaged catchment yield fraction, Y = 0.661 Area -averaged low loss fraction, Yb = 0.339 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.00(Ac.) Catchment Lag time = 0.160 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 51.9859 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.339 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.551(In) Computed peak 30-minute rainfall = 1.129(In) Specified peak 1-hour rainfall = 1.490(In) Computed peak 3-hour rainfall = 2.667(In) Specified peak 6-hour rainfall = 3.850(In) Specified peak 24-hour rainfall = 9.000(In) Rainfall depth area reduction factors: Using a total area of 8.00(Ac.) (Ref: fig. 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall rainfall rainfall rainfall rainfall rainfall E-4) 0.551(In) 1.129(In) 1.489(In) 2.667(In) 3.850(In) 9.000(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 1 4.933 96.75 (CFS)) 4.772 • 2 32.062 26.248 3 71.847 38.492 4 91.447 18.963 5 97.542 5.897 6 98.947 1.359 7 100.000 1.019 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5513 0.5513 2 0.7274 0.1761 3 0.8555 0.1281 4 0.9598 0.1043 5 1.0494 0.0896 6 1.1288 0.0794 7 1.2006 0.0718 8 1.2664 0.0659 9 1.3275 0.0611 10 1.3847 0.0571 11 1.4385 0.0538 12 1.4894 0.0509 13 1.5540 0.0646 14 1.6163 0.0623 15 1.6765 0.0602 16 1.7348 0.0583 17 1.7915 0.0567 18 1.8466 0.0551 19 1.9003 0.0537 20 1.9527 0.0524 21 2.0038 0.0512 22 2.0539 0.0500 23 2.1028 0.0490 24 2.1508 0.0480 25 2.1979 0.0471 26 2.2440 0.0462 27 2.2894 0.0453 28 2.3340 0.0446 29 2.3778 0.0438 30 2.4209 0.0431 31 2.4633 0.0424 32 2.5052 0.0418 33 2.5464 0.0412 34 2.5870 0.0406 35 2.6270 0.0401 36 2.6666 0.0395 37 2.7055 0.0390 38 2.7440 0.0385 39 2.7821 0.0380 40 2.8196 0.0376 41 2.8568 0.0371 42 2.8935 0.0367 43 2.9298 0.0363 44 2.9657 0.0359 45 3.0012 0.0355 46 3.0364 0.0352 47 3.0712 0.0348 48 3.1056 0.0345 49 3.1397 0.0341 50 3.1735 0.0338 51 3.2070 0.0335 52 3.2402 0.0332 53 3.2730 0.0329 54 3.3056 0.0326 • 55 3.3379 0.0323 56 3.3699 0.0320 57 3.4017 0.0318 58 3.4332 0.0315 59 3.4644 0.0312 60 3.4954 0.0310 61 3.5261 0.0307 62 3.5567 0.0305 63 3.5869 0.0303 64 3.6170 0.0301 65 3.6468 0.0298 66 3.6764 0.0296 67 3.7059 0.0294 68 3.7351 0.0292 69 3.7641 0.0290 70 3.7929 0.0288 71 3.8215 0.0286 72 3.8499 0.0284 73 3.8826 0.0327 74 3.9151 0.0325 75 3.9474 0.0323 76 3.9795 0.0322 77 4.0115 0.0320 78 4.0434 0.0318 79 4.0750 0.0317 80 4.1066, 0.0315 81 4.1379 0.0314 82 4.1691 0.0312 83 4.2002 0.0311 84 4.2311 0.0309 85 4.2619 0.0308 86 4.2926 0.0306 87 4.3231 0.0305 88 4.3534 0.0304 89 4.3837 0.0302 90 4.4138 0.0301 91 4.4438 0.0300 92 4.4736 0.0298 93 4.5033 0.0297 94 4.5329 0.0296 95 4.5624 0.0295 96 4.5918 0.0294 97. 4.6210 0.0292 98 4.6501 0.0291 99 4.6791 0.0290 100 4.7080 0.0289 101 4.7368 0.0288 102 4.7655 0.0287 103 4.7941 0.0286 104 4.8225 0.0285 105 4.8509 0.0284 106 4.8791 0.0282 107 4.9073 0.0281 108 4.9353 0.0280 109 4.9632 0.0279 110 4.9911 0.0278 111 5.0188 0.0277 112 5.0465 0.0276 113 5.0740 0.0276 114 5.1015 0.0275 115 5.1289 0.0274 116 5.1561 0.0273 117 5.1833 0.0272 • • 118 5.2104 0.0271 119 5.2374 0.0270 120 5.2643 0.0269 121 5.2911 0.0268 122 5.3179 0.0267 123 5.3445 0.0267 124 5.3711 0.0266 125 5.3976 0.0265 126 5.4240 0.0264 127 5.4503 0.0263 128 5.4766 0.0262 129 5.5028 0.0262 130 5.5289 0.0261 131 5.5549 0.0260 132 5.5808 0.0259 133 5.6067 0.0259 134 5.6324 0.0258 135 5.6582 0.0257 136 5.6838 0.0256 137 5.7094 0.0256 138 5.7349 0.0255 139 5.7603 0.0254 140 5.7856 0.0253 141 5.8109 0.0253 142 5.8361 0.0252 143 5.8612 0.0251 144 5.8863 0.0251 145 5.9113 0.0250 146 5.9363 0.0249 147 5.9611 0.0249 148 5.9859 0.0248 149 6.0107 0.0247 150 6.0354 0.0247 151 6.0600 0.0246 152 6.0845 0.0246 153 6.1090 0.0245 154 6.1334 0.0244 155 6.1578 0.0244 156 6.1821 0.0243 157 6.2064 0.0242 158 6.2305 0.0242 159 6.2547 0.0241 160 6.2787 0.0241 161 6.3027 0.0240 162 6.3267 0.0240 163 6.3506 0.0239 164 6.3744 0.0238 165 6.3982 0.0238 166 6.4219 0.0237 167 6.4456 0.0237 168 6.4692 0.0236 169 6.4928 0.0236 170 6.5163 0.0235 171 6.5397 0.0235 172 6.5631 0.0234 173 6.5865 0.0233 174 6.6098 0.0233 175 6.6330 0.0232 176 6.6562 0.0232 177 6.6794 0.0231 178 6.7024 0.0231 179 6.7255 0.0230 180 6.7485 0.0230 181 6.7714 0.0229 182 6.7943 0.0229 183 6.8172 0.0228 184 6.8399 0.0228 185 6.8627 0.0227 186 6.8854 0.0227 187 6.9080 0.0227 188 6.9306 0.0226 189 6.9532 0.0226 190 6.9757 0.0225 191 6.9982 0.0225 192 7.0206 0.0224 193 7.0430 0.0224 194 7.0653 0.0223 195 7.0876 0.0223 196 7.1098 0.0222 197 7.1320 0.0222 198 7.1542 0.0222 199 7.1763 0.0221 200 7.1984 0.0221 201 7.2204 0.0220 202 7.2424 0.0220 203 7.2643 0.0219 204 7.2862 0.0219 205 7.3081 0.0219 206 7.3299 0.0218 207 7.3517 0.0218 208 7.3734 0.0217 209 7.3951 0.0217 210 7.4167 0.0217 211 7.4384 0.0216 212 7.4599 0.0216 213 7.4815 0.0215 214 7.5030 0.0215 215 7.5244 0.0215 216 7.5458 0.0214 217 7.5672 0.0214 218 7.5886 0.0213 219 7.6099 0.0213 220 7.6311 0.0213 221 7.6524 0.0212 222 7.6736 0.0212 223 7.6947 0.0212 224 7.7158 0.0211 225 7.7369 0.0211 226 7.7580 0.0210 227 7.7790 0.0210 228 7.7999 0.0210 229 7.8209 0.0209 230 7.8418 0.0209 231 7.8626 0.0209 232 7.8835 0.0208 233 7.9043 0.0208 234 7.9250 0.0208 235 7.9458 0.0207 236 7.9665 0.0207 237 7.9871 0.0207 238 8.0077 0.0206 239 8.0283 0.0206 240 8.0489 0.0206 241 8.0694 0.0205 242 8.0899 0.0205 243 8.1104 0.0205 • 244 8.1308 0.0204 245 8.1512 0.0204 246 8.1716 0.0204 247 8.1919 0.0203 248 8.2122 0.0203 249 8.2325 0.0203 250 8.2527 0.0202 251 8.2729 0.0202 252 8.2931 0.0202 253 8.3132 0.0201 254 8.3333 0.0201 255 8.3534 0.0201 256 8.3735 0.0201 257 8.3935 0.0200 258 8.4135 0.0200 259 8.4334 0.0200 260 8.4534 0.0199 261 8.4733 0.0199 262 8.4931 0.0199 263 8.5130 0.0198 264 . 8.5328 0.0198 265 8.5526 0.0198 266 8.5723 0.0198 267 8.5921 0.0197 268 8.6118 0.0197 269 8.6314 0.0197 270 8.6511 0.0196 271 8.6707 0.0196 272 8.6903 0.0196 273 8.7098 0.0196 274 8.7293 0.0195 275 8.7488 0.0195 276 8.7683 0.0195 277 8.7878 0.0194 278 8.8072 0.0194 279 8.8266 0.0194 280 8.8459 0.0194 281 8.8653 0.0193 282 8.8846 0.0193 283 8.9039 0.0193 284 8.9231 0.0193 285 8.9424 0.0192 286 8.9616 0.0192 287 8.9808 0.0192 288 8.9999 0.0192 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0192 0.0065 0.0127 2 0.0192 0.0065 0.0127 3 0.0192 0.0065 0.0127 4 0.0193 0.0065 0.0127 5 0.0193 0.0065 0.0128 6 0.0193 0.0065 0.0128 7 0.0194 0.0066 0.0128 8 0.0194 0.0066 0.0128 9 0.0195 0.0066 0.0129 10 0.0195 0.0066 0.0129 11 0.0196 0.0066 0.0129 12 0.0196 0.0066 0.0130 13 0.0196 0.0067 0.0130 • • • 14 0.0197 0.0067 0.0130 15 0.0197 0.0067 0.0130 16 0.0198 0.0067 0.0131 17 0.0198 0.0067 0.0131 18 0.0198 0.0067 0.0131 19 0.0199 0.0067 0.0132 20 0.0199 0.0068 0.0132 21 0.0200 0.0068 0.0132 22 0.0200 0.0068 0.0132 23 0.0201 0.0068 0.0133 24 0.0201 0.0068 0.0133 25 0.0202 0.0068 0.0133 26 0.0202 0.0068 0.0134 27 0.0203 0.0069 0.0134 28 0.0203 0.0069 0.0134 29 0.0204 0.0069 0.0135 30 0.0204 0.0069 0.0135 31 0.0205 0.0069 0.0135 32 0.0205 0.0069 0.0136 33 0.0206 0.0070 0.0136 34 0.0206 0.0070 0.0136 35 0.0207 0.0070 0.0137 36 0.0207 0.0070 0.0137 37 0.0208 0.0070 0.0137 38 0.0208 0.0070 0.0138 39 0.0209 0.0071 0.0138 40 0.0209 0.0071 0.0138 41 0.0210 0.0071 0.0139 42 0.0210 0.0071 0.0139 43 0.0211 0.0071 0.0139 44 0.0211 0.0072 0.0140 45 0.0212 0.0072 0.0140 46 0.0212 0.0072 0.0140 47 0.0213 0.0072 0.0141 48 0.0213 0.0072 0.0141 49 0.0214 0.0073 0.0142 50 0.0215 0.0073 0.0142 51 0.0215 0.0073 0.0142 52 0.0216 0.0073 0.0143 53 0.0217 0.0073 0.0143 54 0.0217 0.0073 0.0143 55 0.0218 0.0074 0.0144 56 0.0218 0.0074 0.0144 57 0.0219 0.0074 0.0145 58 0.0219 0.0074 0.0145 59 0.0220 0.0075 0.0146 60 0.0221 0.0075 0.0146 61 0.0222 0.0075 0.0147 62 0.0222 0.0075 0.0147 63 0.0223 0.0075 0.0147 64 0.0223 0.0076 0.0148 65 0.0224 0.0076 0.0148 66 0.0225 0.0076 0.0149 67 0.0226 0.0076 0.0149 68 0.0226 0.0077 0.0149 69 0.0227 0.0077 0.0150 70 0.0227 0.0077 0.0150 71 0.0228 0.0077 0.0151 72 0.0229 0.0078 0.0151 73 0.0230 0.0078 0.0152 74 0.0230 0.0078 0.0152 75 0.0231 0.0078 0.0153 76 0.0232 0.0079 0.0153 77 0.0233 0.0079 0.0154 78 0.0233 0.0079 0.0154 79 0.0235 0.0079 0.0155 80 0.0235 0.0080 0.0155 81 0.0236 0.0080 0.0156 82 0.0237 0.0080 0.0157 83 0.0238 0.0081 0.0157 84 0.0238 0.0081 0.0158 85 0.0240 0.0081 0.0158 86 0.0240 0.0081 0.0159 87 0.0241 0.0082 0.0160 88 0.0242 0.0082 0.0160 89 0.0243 0.0082 0.0161 90 0.0244 0.0083 0.0161 91 0.0245 0.0083 0.0162 92 0.0246 0.0083 0.0162 93 0.0247 0.0084 0.0163 94 0.0247 0.0084 0.0164 95 0.0249 0.0084 0.0164 96 0.0249 0.0084 0.0165 97 0.0251 0.0085 0.0166 98 0.0251 0.0085 0.0166 99 0.0253 0.0086 0.0167 100 0.0253 0.0086 0.0168 101 0.0255 0.0086 0.0169 102 0.0256 0.0087 0.0169 103 0.0257 0.0087 0.0170 104 0.0258 0.0087 0.0171 105 0.0259 0.0088 0.0172 106 0.0260 0.0088 0.0172 107 0.0262 0.0089 0.0173 108 0.0262 0.0089 0.0174 109 0.0264 0.0089 0.0175 110 0.0265 0.0090 0.0175 111 0.0267 0.0090 0.0176 112 0.0267 0.0091 0.0177 113 0.0269 0.0091 0.0178 114 0.0270 0.0091 0.0179 115 0.0272 0.0092 0.0180 116 0.0273 0.0092 0.0180 117 0.0275 0.0093 0.0182 118 0.0276 0.0093 0.0182 119 0.0277 0.0094 0.0183 120 0.0278 0.0094 0.0184 121 0.0280 0.0095 0.0185 122 0.0281 0.0095 0.0186 123 0.0284 0.0096 0.0187 124 0.0285 0.0096. 0.0188 125 0.0287 0.0097 0.0190 126 0.0288 0.0097 0.0190 127 0.0290 0.0098 0.0192 128 0.0291 0.0099 0.0193 129 0.0294 0.0099 0.0194 130 0.0295 0.0100 0.0195 131 0.0297 0.0101 0.0197 132 0.0298 0.0101 0.0197 133 0.0301 0.0102 0.0199 134 0.0302 0.0102 0.0200 135 0.0305 0.0103 0.0202 136 0.0306 0.0104 0.0203 137 0.0309 0.0105 0.0205 138 0.0311 0.0105 0.0205 139 0.0314 0.0106 0.0207 • • 140 0.0315 0.0107 0.0208 141 0.0318 0.0108 0.0211 142 0.0320 0.0108 0.0212 143 0.0323 0.0109 0.0214 144 0.0325 0.0110 0.0215 145 0.0284 0.0096 0.0188 146 0.0286 0.0097 0.0189 147 0.0290 0.0098 0.0192 148 0.0292 0.0099 0.0193 149 0.0296 0.0100 0.0196 150 0.0298 0.0101 0.0197 151 0.0303 0.0103 0.0200 152 0.0305 0.0103 0.0202 153 0.0310 0.0105 0.0205 154 0.0312 0.0106 0.0207 155 0.0318 0.0108 0.0210 156 0.0320 0.0108 0.0212 157 0.0326 0.0110 0.0215 158 0.0329 0.0111 0.0217 159 0.0335 0.0113 0.0221 160 0.0338 0.0114 0.0223 161 0.0345 0.0117 0.0228 162 0.0348 0.0118 0.0230 163 0.0355 0.0120 0.0235 164 0.0359 0.0122 0.0237 165 0.0367 0.0124 0.0243 166 0.0371 0.0126 0.0246 167 0.0380 0.0129 0.0251 168 0.0385 0.0130 0.0255 169 0.0395 0.0134 0.0261 170 0.0401 0.0136 0.0265 171. 0.0412 0.0140 0.0272 172 0.0418 0.0142 0.0276 173 0.0431 0.0146 0.0285 174 0.0438 0.0148 0.0290 175 0.0453 0.0154 0.0300 176 0.0462 0.0156 0.0305 177 0.0480 0.0163 0.0317 178 0.0490 0.0166 0.0324 179 0.0512 0.0173 0.0338 180 0.0524 0.0177 0.0346 181 0.0551 0.0187 0.0364 182 0.0567 0.0192 0.0375 183 0.0602 0.0204 0.0398 184 0.0623 0.0211 0.0412 185 0.0509 0.0173 0.0337 186 0.0538 0.0182 0.0356 187 0.0611 0.0207 0.0404 188 0.0659 0.0223 0.0436 189 0.0794 0.0269 0.0525 190 0.0896 0.0303 0.0593 191 0.1281 0.0328 0.0953 192 0.1761 0.0328 0.1434 193 0.5513 0.0328 0.5185 194 0.1043 0.0328. 0.0716 195 0.0718 0.0243 0.0475 196 0.0571 0.0194 0.0378 197 0.0646 0.0219 0.0427 198 0.0583 0.0198 0.0386 199 0.0537 0.0182 0.0355 200 0.0500 0.0169 0.0331 201 0.0471 0.0159 0.0311 202 0.0446 0.0151 0.0295 • • • 203 0.0424 0.0144 0.0281 204 0.0406 0.0138 0.0269 205 0.0390 0.0132 0.0258 206 0.0376 0.0127 0.0248 207 0.0363 0.0123 0.0240 208 0.0352 0.0119 0.0232 209 0.0341 0.0116 0.0226 210 0.0332 0.0112 0.0219 211 0.0323 0.0109 0.0214 212 0.0315 0.0107 0.0208 213 0.0307 0.0104 0.0203 214 0.0301 0.0102 0.0199 215 0.0294 0.0100 0.0194 216 0.0288 0.0098 0.0190 217 0.0327 0.0111 0.0216 218 0.0322 0.0109 0.0213 219 0.0317 0.0107 0.0209 220 0.0312 0.0106 0.0206 221 0.0308 0.0104 0.0204 222 0.0304 0.0103 0.0201 223 0.0300 0.0102 0.0198 224 0.0296 0.0100 0.0196 225 0.0292 0.0099 0.0193 226 0.0289 0.0098 0.0191 227 0.0286 0.0097 0.0189 228 0.0282 0.0096 0.0187 229 0.0279 0.0095 0.0185 230 0.0276 0.0094 0.0183 231 0.0274 0.0093 0.0181 232 0.0271 0.0092 0.0179 233 0.0268 0.0091 0.0177 234 0.0266 0.0090 0.0176 235 0.0263 0.0089 0.0174 236 0.0261 0.0088 0.0173 237 0.0259 0.0088 0.0171 238 0.0256 0.0087 0.0170 239 0.0254 0.0086 0.0168 240 0.0252 0.0085 0.0167 241 0.0250 0.0085 0.0165 242 0.0248 0.0084 0.0164 243 0.0246 0.0083 0.0163 244 0.0244 0.0083 0.0162 245 0.0242 0.0082 0.0160 246 0.0241 0.0082 0.0159 247 0.0239 0.0081 0.0158 248 0.0237 0.0080 0.0157 249 0.0236 0.0080 0.0156 250 0.0234 0.0079 0.0155 251 0.0232 0.0079 0.0154 252 0.0231 0.0078 0.0153 253 0.0229 0.0078 0.0152 254 0.0228 0.0077 0.0151 255 0.0227 0.0077 0.0150 256 0.0225 0.0076 0.0149 257 0.0224 0.0076 0.0148 258 0.0222 0.0075 0.0147 259 0.0221 0.0075 0.0146 260 0.0220 0.0074 0.0145 261 0.0219 0.0074 0.0145 262 0.0217 0.0074 0.0144 263 0.0216 0.0073 0.0143 264 0.0215 0.0073 0.0142 265 0.0214 0.0072 0.0141 • 266 0.0213 0.0072 0.0141 267 0.0212 0.0072 0.0140 268 0.0210 0.0071 0.0139 269 0.0209 0.0071 0.0138 270 0.0208 0.0071 0.0138 271 0.0207 0.0070 0.0137 272 0.0206 0.0070 0.0136 273 0.0205 0.0070 0.0136 274 0.0204 0.0069 0.0135 275 0.0203 0.0069 0.0134 276 0.0202 0.0069 0.0134 277 0.0201 0.0068 0.0133 278 0.0201 0.0068 0.0133 279 0.0200 0.0068 0.0132 280 0.0199 0.0067 0.0131 281 0.0198 0.0067 0.0131 282 0.0197 0.0067 0.0130 283. 0.0196 0.0066 0.0130 284 0.0195 0.0066 0.0129 285 0.0194 0.0066 0.0129 286 0.0194 0.0066 0.0128 287 0.0193 0.0065 0.0128 288 0.0192 0.0065 0.0127 Total soil rain loss = 2.85(In) Total effective rainfall = 6.15(In) Peak flow rate in flood hydrograph = 25.48(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 0+ 5 0.0004 0.06 Q 0+10 0.0031 0.39 Q 0+15 0.0092 0.88 VQ 0+20 0.0169 1.12 VQ 0+25 0.0252 1.20 VQ 0+30 0.0336 1.22 VQ 0+35 0.0421 1.24 VQ 0+40 0.0506 1.24 VQ 0+45 0.0592 1.24 VQ 0+50 0.0677 1.24 VQ 0+55 0.0763 1.25 VQ 1+ 0 0.0849 1.25 VQ 1+ 5 0.0935 1.25 VQ 1+10 0.1021 1.25 VQ 1+15 0.1108 1.26 Q 1+20 0.1195 1.26 Q 1+25 0.1282 1.26 Q 1+30 0.1369 1.26 Q 1+35 0.1456 1.27 Q 1+40 0.1543 1.27 Q 1+45 0.1631 1.27 Q 1+50 0.1719 1.28 Q 1+55 0.1807 1.28 Q 2+ 0 0.1895 1.28 Q 2+ 5 0.1984 1.28 Q • • 2+10 0.2072 1.29 QV 2+15 0.2161 1.29 QV 2+20 0.2250 1.29 QV 2+25 0.2339 1.30 QV 2+30 0.2429 1.30 QV 2+35 0.2519 1.30 QV 2+40 0.2608 1.31 QV 2+45 0.2699 1.31 QV 2+50 0.2789 1.31 QV 2+55 0.2879 1.31. QV 3+ 0 0.2970 1.32 QV 3+ 5 •0.3061 1.32 QV 3+10 0.3152 1.32 Q V 3+15 0.3244 1.33 Q V 3+20 0.3336 1.33 Q V 3+25 0.3428 1.33 Q V 3+30 0.3520 1.34 Q V 3+35 0.3612 1.34 Q V 3+40 0.3705 1.34 Q V 3+45 0.3797 1.35 Q V 3+50 0.3891 1.35 Q V 3+55 0.3984 1.36 Q V 4+ 0 0.4077 1.36 Q V 4+ 5 0.4171 1.36 Q V 4+10 0.4265 1.37 Q V 4+15 0.4360 1.37 Q V 4+20 0.4454 1.37 Q V 4+25 0.4549 1.38 Q V 4+30 0.4644 1.38 Q V 4+35 0.4740 1.38 Q V 4+40 0.4835 1.39 Q V 4+45 0.4931 1.39 Q V 4+50 0.5027 1.40 Q V 4+55 0.5124 1.40 Q V 5+ 0 0.5220 1.40 Q V 5+ 5 0.5317 1.41 Q V 5+10 0.5415 1.41 Q V 5+15 0.5512 1.42 Q V 5+20 0.5610 1.42 Q V 5+25 0.5708 1.43 Q V 5+30 0.5807 1.43 Q V 5+35 0.5905 1.43 Q V 5+40 0.6005 1.44 Q V 5+45 0.6104 1.44 Q V 5+50 0.6204 1.45 Q V 5+55 0.6303 1.45 Q V 6+ 0 0.6404 1.46 Q V 6+ 5 0.6504 1.46 Q V 6+10 0.6605 1.47 Q V 6+15 0.6707 1.47 Q V 6+20 0.6808 1.47 Q V 6+25 0.6910 1.48 Q V 6+30 0.7012 1.48 Q V 6+35 0.7115 1.49 Q V 6+40 0.7218 1.49 Q V 6+45 0.7321 1.50 Q V 6+50 0.7425 1.50 Q V 6+55 0.7529 1.51 Q V 7+ 0 0.7633 1.52 Q V 7+ 5 0.7738 1.52 Q V 7+10 0.7843 1.53 Q V 7+15 0.7948 1.53 Q V 7+20 0.8054 1.54 Q V • • 7+25 0.8160 1.54 Q V 7+30 0.8267 1.55 Q V 7+35 0.8374 1.55 Q V 7+40 0.8481 1.56 Q V 7+45 0.8589 1.57 Q V 7+50 0.8697 1.57 Q V 7+55 0.8806 1.58 Q V 8+ 0 0.8915 1.58 Q V 8+ 5 0.9025 1.59 Q V 8+10 0.9135 1.60 Q V 8+15 0.9245 1.60 Q V 8+20 0.9356 1.61 Q V 8+25 0.9467 1.62 Q V 8+30 0.9579 1.62 Q V 8+35 0.9691 1.63 Q V 8+40 0.9804 1.64 Q V 8+45 0.9917 1.64 Q V 8+50 1.0031 1.65 Q V 8+55 1.0145 1.66 Q V 9+ 0 1.0260 1.67 Q V 9+ 5 1.0375 1.67 Q V 9+10 1.0491 1.68 Q V 9+15 1.0607 1.69 Q V 9+20 1.0724 1.70 Q V 9+25 1.0841 1.70 Q V 9+30 1.0959 1.71 Q V 9+35 1.1078 1.72 Q V 9+40 1.1197 1.73 Q V 9+45 1.1316 1.74 Q V 9+50 1.1437 1.75 Q V 9+55 1.1557 1.76 Q V 10+ 0 1.1679 1.76 Q V 10+ 5 1.1801 1.77 Q V 10+10 1.1924 1.78 Q V 10+15 1.2047 1.79 Q V 10+20 1.2171 1.80 Q V 10+25 1.2296 1.81 Q V 10+30 1.2422 1.82 Q V 10+35 1.2548 1.83 Q V 10+40 1.2675 1.84 Q V 10+45 1.2803 1.85 Q V 10+50 1.2931 1.86 Q V 10+55 1.3060 1.88 Q V 11+ 0 1.3190 1.89 Q V 11+ 5 1.3321 1.90 Q V 11+10 1.3453 1.91 Q V 11+15 1.3585 1.92 Q V 11+20 1.3719 1.94 Q V 11+25 1.3853 1.95 Q V 11+30 1.3988 1.96 Q V 11+35 1.4124 1.98 Q V 11+40 1.4261 1.99 Q V 11+45 1.4399 2.00 Q V 11+50 1.4538 2.02 Q V 11+55 1.4678 2.03 Q V 12+ 0 1.4819 2.05 Q V 12+ 5 1.4961 2.05 Q V 12+10 1.5098 1.99 Q V 12+15 1.5228 1.90 Q V 12+20 1.5356 1.86 Q V 12+25 1.5484 1.86 Q V 12+30 1.5613 1.87 Q V 12+35 1.5744 1.89 Q V A A A A A A A A A A A A A A A a A A a A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A a ZO'Z SEBZ'E OS+LT a L0'Z 969Z'£ Sb+LT a £T'Z ESSZ'E 0P+LT a 6T'Z LO1Z'E. SE+LT a 9Z'Z 95ZZ'E 0£+LT a EE'Z TOTZ'E SZ+LT a TT''Z Ob6T'£ OZ+LT a TS'Z 1LLV'£ ST+Li a T9'Z Z09i'£ 01+LT a £L'Z ZZPT'E 5 +LT a L8'Z 1EZT'E 0 +LT a t0'E 9£0T'£ 55+9T a EZ'E LZ80'E 05+9T a Lb'E b090'E Sb+9T a SCE 59E0'E 0b+9T a Sb'b LOTO'E SE+9T a E6'17 1086'Z 0E+9T £L'L T956'Z SZ+9T SO'ST 6Z68'Z 0Z+9T 8b'SZ E68L'Z ST+9T 1L'TZ 8ET9'Z 0T+9T WTI Tb9P'Z 5 +9T a 18'9 ESBE'Z 0 +91 a 8T'S P8EE'Z SS+Si a 06'' LZOE'Z OS+ST a Z6'E PZLZ'Z S1+ST a T9'E PSPZ'Z 0b+5T a £5'E 90ZZ'Z SE+ST a OL'£ E96T'Z OE+ST a 8L'E 80LT'Z SZ+ST a 99'E Lb1T'Z OZ+ST a i5'E S61T'Z ST+ST a 8£'E b560'Z OT+ST a 9Z'E TZLO'Z 5 +ST a ST'£ L6PO'Z 0 +ST a 90'E 08Z0'Z SS+PT a L6'Z 6900'Z OS+PT a 68'Z 5986'1 Sb+b1 a Z8'Z 9996'T 0b+5T a SL'Z ZLb6'T SE+bT a 69'Z z8Z6'T OE+bT a E9'Z L606'T SZ+bT a LS'Z LT68'T 0Z+i7T a ZS'Z 6EL8'T ST+7T a L1'Z 9958'T 0T+1T a £b'Z 96E8'T 5 +PT a 8E'Z 6ZZ8'T 0 +PT a PE'Z b908'T S5+ET a O£'Z E06L'T OS+ET a LZ'Z 171LL'T Sb+ET a £Z'Z 885L'T 0P+ET a 0Z'Z 5£UL'1 SE+ET a LT'Z EBZL'T OE+£T a 1T'Z b£TL'T SZ+ET a TT'Z L869'T OZ+ET a 80'Z Zb89'T ST+£T a 50'Z 8699'T OT+ET a £O'Z L559'T S +ET a 00'Z LTb9'T 0 +ET a 86'T 08Z9'T SS+ZT a 96'T E1T9'T 05+ZT a £6'T 6009'T Sb+ZT 0 i6'T SL85'T 0P+ZT • 17+55 3.2971 1.97 Q 18+ 0 3.3103 1.93 Q 18+ 5 3.3234 1.90 Q 18+10 3.3368 1.94 Q 18+15 3.3506 2.01 Q 18+20 3.3646 2.04 Q 18+25 3.3786 2.02 Q 18+30 3.3923 2.00 Q 18+35 3.4059 1.97 Q 18+40 3.4193 1.94 Q 18+45 3.4325 1.92 Q 18+50 3.4456 1.90 Q 18+55 3.4584 1.87 Q 19+ 0 3.4712 1.85 Q 19+ 5 3.4838 1.83 Q 19+10 3.4962 1.81 Q 19+15 3.5086 1.79 Q 19+20 3.5207 1.77 Q 19+25 3.5328 1.75 Q 19+30 3.5448 1.73 Q 19+35 3.5566 1.72 Q 19+40 3.5683 1.70 Q 19+45 3.5799 1.69 Q 19+50 3.5914 1.67 Q 19+55 3.6028 1.66 Q 20+ 0 3.6141 1.64 Q 20+ 5 3.6253 1.63 Q 20+10 3.6364 1.61 Q 20+15 3.6475 1.60 Q 20+20 3.6584 1.59 Q 20+25 3.6692 1.58 Q 20+30 3.6800 1.56 Q 20+35 3.6907 1.55 Q 20+40 3.7013 1.54 Q 20+45 3.7118 1.53 Q 20+50 3.7223 1.52 Q 20+55 3.7327 1.51 Q 21+ 0 3.7430 1.50 Q 21+ 5 3.7532 1.49 Q 21+10 3.7634 1.48 Q 21+15 3.7735 1.47 Q 21+20 3.7836 1.46 Q 21+25 3.7936 1.45 Q 21+30 3.8035 1.44 Q 21+35 3.8133 1.43 Q 21+40 3.8231 1.42 Q 21+45 3.8329 1.42 Q 21+50 3.8426 1.41 Q 21+55 3.8522 1.40 Q 22+ 0 3.8618 1.39 Q 22+ 5 3.8713 1.38 Q 22+10 3.8808 1.38 Q 22+15 3.8902 1.37 Q 22+20 3.8996 1.36 Q 22+25 3.9089 1.35 Q 22+30 3.9182 1.35 Q 22+35 3.9274 1.34 Q 22+40 3.9366 1.33 Q 22+45 3.9457 1.33 Q 22+50 3.9548 1.32 Q 22+55 3.9639 1.31 Q 23+ 0 3.9729 1.31 Q 23+ 5 3.9818 1.30 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • • 23+10 3.9908 1.30 Q 23+15 3.9996 1.29 Q 23+20 4.0085 1.28 Q 23+25 4.0173 1.28 Q 23+30 4.0260 1.27 Q 23+35 4.0347 1.27 Q 23+40 4.0434 1.26 Q 23+45 4.0521 1.26 Q 23+50 4.0607 1.25 Q 23+55 4.0693 1.24 Q 24+ 0 4.0778 1.24 Q V V V V V V V V V V V • Unit H y d r o g r a p h Ana l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/27/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 25 Year Storm Event Detention -Infiltration Basin II Watershed Storm Event Year = 25 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area, Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.00 1 0.98 Rainfall data for year 2 8.00 6 1.75 Rainfall data for year 2 8.00 24 3.30 Rainfall data for year 100 0.00 1 8.00 1 1.49 1.49 Rainfall data for year 100 8.00 6 3.85 Rainfall data for year 100 8.00 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max -loss rate, Fm ******** SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area (Ac.) 7.40 0.20 0.10 0.30 Area Fraction 0.925 0.025 0.013 0.037 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.100 0.079 0.773 0.850 0.657 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area (Ac.) Fract 3.70 0.463 3.70 0.463 0.02 0.003 0.18 0.023 0.09 0.011 0.02 0.002 0.30 0.037 SCS CN SCS CN S Pervious (AMC2) (AMC3) Yield Fr 32.0 52.0 9.23 0.263 98.0 98.0 0.20 0.966 32.0 52.0 9.23 0.263 98.0 98.0 0.20 0.966 33.0 53.0 8.87 0.276 98.0 98.0 0.20 0.966 50.0 70.0 4.29 0.516 Area -averaged catchment yield fraction, Y = 0.615 Area -averaged low loss fraction, Yb = 0.385 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.00(Ac.) Catchment Lag time = 0.166 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.2311 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.385 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.438(In) Computed peak 30-minute rainfall = 0.897(In) Specified peak 1-hour rainfall = 1.183(In) Computed peak 3-hour rainfall = 2.138(In) Specified peak 6-hour rainfall = 3.106(In) Specified peak 24-hour rainfall = 6.980(In) Rainfall depth area reduction factors: Using a total area of 8.00(Ac.) (Ref: fig. 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor .= 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall = rainfall = rainfall = rainfall = rainfall = rainfall = E-4) 0.438(In) 0.896(In) 1.183(In) 2.138(In) 3.106 (In) 6.980(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 96.75 (CFS)) • • • 1 4.618 4.468 2 30.065 24.620 3 69.160 37.824 4 90.122 20.281 5 97.084 6.735 6 98.773 1.634 7 100.000 1.187 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4377 0.4377 2 0.5775 0.1398 3 0.6792 0.1017 4 0.7620 0.0828 5 0.8331 0.0711 6 0.8962 0.0630 7 0.9532 0.0570 8 1.0055 0.0523 9 1.0540 0.0485 10 1.0993 0.0454 11 1.1421 0.0427 12 1.1825 0.0404 13 1.2346 0.0521 14 1.2850 0.0503 15 1.3336 0.0487 16 1.3809 0.0472 17 1.4267 0.0459 18 1.4714 0.0446 19 1.5149 0.0435 20 1.5573 0.0425 21 1.5988 0.0415 22 1.6394 0.0406 23 1.6792 0.0398 24 1.7182 0.0390 25 1.7564 0.0382 26 1.7939 0.0375 27 1.8308 0.0369 28 1.8670 0.0362 29 1.9027 0.0357 30 1.9378 0.0351 31 1.9723 0.0346 32 2.0064 0.0340 33 2.0399 0.0336 34 2.0730 0.0331 35 2.1057 0.0326 36 2.1379 0.0322 37 2.1697 0.0318 38 2.2011 0.0314 39 2.2321 0.0310 40 2.2627 0.0307 41 2.2931 0.0303 42 ,2.3230 0.0300 43 2.3527 0.0296 44 2.3820 0.0293 45 2.4110 0.0290 46 2.4397 0.0287 47 2.4681 0.0284 48 2.4963 0.0282 49 2.5242 0.0279 50 2.5518 0.0276 51 2.5792 0.0274 52 2.6063 0.0271 53 2.6332 0.0269 • 54 2.6598 0.0267 55 2.6863 0.0264 56 2.7125 0.0262 57 2.7385 0.0260 58 2.7642 0.0258 59 2.7898 0.0256 60 2.8152 0.0254 61 2.8404 0.0252 62 2.8654 0.0250 63 2.8902 0.0248 64 2.9148 0.0246 65 2.9392 0.0244 66 2.9635 0.0243 67 2.9876 0.0241 68 3.0116 0.0239 69 3.0353 0.0238 70 3.0590 0.0236 71 3.0824 0.0235 72 3.1058 0.0233 73 3.1309 0.0251 74 3.1559 0.0250 75 3.1807 0.0248 76 3.2054 0.0247 77 3.2300 0.0246 78 3.2544 0.0244 79 3.2787 0.0243 80 3.3029 0.0242 81 3.3270 0.0241 82 3.3509 0.0239 83 3.3747 0.0238 84 3.3984 0.0237 85 3.4220 0.0236 86 3.4454 0.0235 87 3.4688 0.0233 88 3.4920 0.0232 89 3.5151 0.0231 90 3.5381 0.0230 91 3.5611 0.0229 92 3.5839 0.0228 93 3.6066 0.0227 94 3.6292 0.0226 95 3.6517 0.0225 96 3.6741 0.0224 97 3.6964 0.0223 98 3.7186 0.0222 99 3.7407 0.0221 100 3.7627 0.0220 101 3.7847 0.0219 102 3.8065 -0.0218 103 3.8283 0.0218 104 3.8500 0.0217 105 3.8715 0.0216 106 3.8930 0.0215 107 3.9144 0.0214 108 3.9358 0.0213 109 3.9570 0.0212 110 3.9782 0.0212 111 3.9993 0.0211 112 4.0203 0.0210 113 4.0412 0.0209 114 4.0621 0.0209 115 4.0828 0.0208 116 4.1035 0.0207 117 4.1242 0.0206 118 4.1447 0.0206 119 4.1652 0.0205 120 4.1856 0.0204 121 4.2059 0.0203 122 4.2262 0.0203 123 4.2464 0.0202 124 4.2666 0.0201 125 4.2866 0.0201 126 4.3066 0.0200 127 4.3266 0.0199 128 4.3464 0.0199 129 4.3662 0.0198 130 4.3860 0.0197 131 4.4056 0.0197 132 4.4253 0.0196 133 4.4448 0.0196 134 4.4643 0.0195 135 4.4837 0.0194 136 4.5.031 0.0194 137 4.5224 0.0193 138 4.5417 0.0193 139 4.5609 0.0192 140 4.5800 0.0191 141 4.5991 0.0191 142 4.6181 0.0190 143 4.6371 0.0190 144 4.6560 0.0189 145 4.6749 0.0189 146 4.6937 0.0188 147 4.7124 0.0188 148 4.7311 0.0187 149 4.7498 0.0186 150 4.7684 0.0186 151 4.7869 0.0185 152 4.8054 0.0185 153 4.8238 0.0184 154 4.8422 0.0184 155 4.8606 0.0183 156 4.8789 0.0183 157 4.8971 0.0182 158 4.9153 0.0182 159 4.9334 0.0181 160 4.9515 0.0181 161 4.9696 0.0181 162 4.9876 0.0180 163 5.0056 0.0180 164 5.0235 0.0179 165 5.0414 0.0179 166 5.0592 0.0178 167 5.0770 0.0178 168 5.0947 0.0177 169 5.1124 0.0177 170 5.1300 0.0176 171 5.1476 0.0176 172 5.1652 0.0176 173 5.1827 0.0175 174 5.2002 0.0175 175 5.2177 0.0174 176 5.2350 0.0174 177 5.2524 0.0174 178 5.2697 0.0173 179 5.2870 0.0173 180 5.3042 0.0172 181 5.3214 0.0172 182 5.3386 0.0172 183 5.3557 0.0171 184 5.3728 0.0171 185 5.3898 0.0170 186 5.4068 0.0170 187 5.4238 0.0170 188 5.4407 0.0169 189 5.4576 0.0169 190 5.4744 0.0168 191 5.4912 0.0168 192 5.5080 0.0168 193 5.5247 0.0167 194 5.5415 0.0167 195 5.5581 0.0167 196 5.5748 0.0166 197 5.5913 0.0166 198 5.6079 0.0166 199 5.6244 0.0165 200 5.6409 0.0165 201 5.6574 0.0165 202 5.6738 0.0164 203 5.6902 0.0164 204 5.7066 0.0164 205 5.7229 0.0163 206 5.7392 0.0163 207 5.7554 0.0163 208 5.7717 0.0162 209 5.7879 0.0162 210 5.8040 0.0162 211 5.8201 0.0161 212 5.8362 0.0161 213 5.8523 0.0161 214 5.8683 0.0160 215 5.8843 0.0160 216 5.9003 0.0160 217 5.9163 0.0159 218 5.9322 0.0159 219 5.9480 0.0159 220 5.9639 0.0159 221 5.9797 0.0158 222 5.9955 0.0158 223 6.0113 0.0158 224 6.0270 0.0157 225 6.0427 0.0157 226 6.0584 0.0157 227 6.0740 0.0156 228 6.0896 0.0156 229 6.1052 0.0156 230 6.1208 0.0156 231 6.1363 0.0155 232 6.1518 0.0155 233 6.1673 0.0155 234 6.1827 0.0154 235 6.1982 0.0154 236 6.2136 0.0154 237 6.2289 0.0154 238 6.2443 0.0153 239 6.2596 0.0153 240 6.2749 0.0153 241 6.2901 0.0153 242 6.3054 0.0152 s • 243 6.3206 0.0152 244 6.3357 0.0152 245 6.3509 0.0152 246 6.3660 0.0151 247 6.3811 0.0151 248 6.3962 0.0151 249 6.4113 0.0151 250 6.4263 0.0150 251 6.4413 0.0150 252 6.4563 0.0150 253 6.4712 0.0150 254 6.4862 0.0149 255 6.5011 0.0149 256 6.5159 0.0149 257 6.5308 0.0149 258 6.5456 0.0148 259 6.5604 0.0148 260 6.5752 0.0148 261 6.5900 0.0148 262 6.6047 0.0147 263 6.6194 0.0147 264 6.6341 0.0147 265 6.6488 0.0147 266 6.6634 0.0146 267 6.6781 0.0146 268 6.6927 0.0146 269 6.7072 0.0146 270 6.7218 0.0146 271 6.7363 0.0145 272 6.7508 0.0145 273 6.7653 0.0145 274 6.7798 0.0145 275 6.7942 0.0144 276 6.8086 0.0144. 277 6.8230 0.0144 278 6.8374 0.0144 279 6.8518 0.0144 280 6.8661 0.0143 281 6.8804 0.0143 282 6.8947 0.0143 283 6.9090 0.0143 284 6.9232 0.0143 285 6.9375 0.0142 286 6.9517 0.0142 287 6.9659 0.0142 288 6.9800 0.0142 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0142 0.0055 0.0087 2 0.0142 0.0055 0.0087 3 0.0142 0.0055 0.0087 4 0.0143 0.0055 0.0088 5 0.0143 0.0055 0.0088 6 0.0143 0.0055 0.0088 7 0.0144 0.0055 0.0088 8 0.0144 0.0055 0.0088 9 0.0144 0.0056 0.0089 10 0.0144 0.0056 0.0089 11 0.0145 0.0056 0.0089 12 0.0145 0.0056 0.0089 • • • 13 0.0146 0.0056 0.0089 14 0.0146 0.0056 0.0090 15 0.0146 0.0056 0.0090 16 0.0146 0.0056 0.0090 17 0.0147 0.0057 0.0090 18 0.0147 0.0057 0.0090 19 0.0148 0.0057 0.0091 20 0.0148 0.0057 0.0091 21 0.0148 0.0057 0.0091 22 0.0149 0.0057 0.0091 23 0.0149 0.0057 0.0092 24 0.0149 0.0058 0.0092 25 0.0150 0.0058 0.0092 26 0.0150. 0.0058 0.0092 27 0.0151 0.0058 0.0093 28 0.0151 0.0058 0.0093 29 0.0151 0.0058 0.0093 30 0.0152 0.0058 0.0093 31 0.0152 0.0059 0.0093 32 0.0152 0.0059 0.0094 33 0.0153 0.0059 0.0094 34 0.0153 0.0059 0.0094 35 0.0154 0.0059 0.0094 36 0.0154 0.0059 0.0095 37 0.0154 0.0060 0.0095 38 0.0155 0.0060 0.0095 39 0.0155 0.0060 0.0095 40 0.0156 0.0060 0.0096 41 0.0156 0.0060 0.0096 42 0.0156 0.0060 0.0096 43 0.0157 0.0060 0.0097 44 0.0157 0.0061 0.0097 45 0.0158 0.0061 0.0097 46 0.0158 0.0061 0.0097 47 0.0159 0.0061 0.0098 48 0.0159 0.0061 0.0098 49 0.0160 0.0062 0.0098 50 0.0160 0.0062 0.0098 51 0.0161 0.0062 0.0099 52 0.0161 0.0062 0.0099 53 0.0162 0.0062 0.0099 54 0.0162 0.0062 0.0100 55 0.0163 0.0063 0.0100 56 0.0163 0.0063 0.0100 57 0.0164 0.0063 0.0101 58 0.0164 0.0063 0.0101 59 0.0165 0.0063 0.0101 60 0.0165 0.0064 0.0101 61 0.0166 0.0064 0.0102 62 0.0166 0.0064 0.0102 63 0.0167 0.0064 0.0102 64 0.0167 0.0064 0.0103 65 0.0168 0.0065 0.0103 66 0.0168 0.0065 0.0103 67 0.0169 0.0065 0.0104 68 0.0169 0.0065 0.0104 69 0.0170 0.0065 0.0104 70 0.0170 0.0066 0.0105 71 0.0171 0.0066 0.0105 72 0.0172 0.0066 0.0105 73 0.0172 0.0066 0.0106 74 0.0173 0.0067 0.0106 75 0.0174 0.0067 0.0107 • 76 0.0174 0.0067 0.0107 77 0.0175 0.0067 0.0107 78 0.0175 0.0068 0.0108 79 0.0176 0.0068 0.0108 80 0.0176 0.0068 0.0108 81 0.0177 0.0068 0.0109 82 0.0178 0.0069 0.0109 83 0.0179 0.0069 0.0110 84 0.0179 0.0069 0.0110 85 0.0180 0.0069 0.0111 86 0.0181 0.0070 0.0111 87 0.0181 0.0070 0.0112 88 0.0182 0.0070 0.0112 89 0.0183 0.0070 0.0112 90 0.0183 0.0071 0.0113 91 .0.0184 0.0071 0.0113 92 0.0185 0.0071 0.0114 93 0.0186 0.0072 0.0114 94 0.0186 0.0072 0.0115 95 0.0188 0.0072 0.0115 96 0.0188 0.0072 0.0116 97 0.0189 0.0073 0.0116 98 0.0190 0.0073 0.0117 99 0.0191 0.0074 0.0117 100 0.0191 0.0074 0.0118 101 0.0193 0.0074 0.0118 102 0.0193 0.0074 0.0119 103 0.0194 0.0075 0.0119 104 0.0195 0.0075 0.0120 105 0.0196 0.0076 0.0121 106 0.0197 0.0076 0.0121 107 0.0198 0.0076 0.0122 108 0.0199 0.0077 0.0122 109 0.0200 0.0077 0.0123 110 0.0201 0.0077 0.0123 111 0.0202 0.0078 0.0124 112 0.0203 0.0078 0.0125 113 0.0204 0.0079 0.0125 114 0.0205 0.0079 0.0126 115 0.0206 0.0079 0.0127 116 0.0207 0.0080 0.0127 117 0.0209 0.0080 0.0128 118 0.0209 0.0081 0.0129 119 0.0211 0.0081 0.0130 120 0.0212 0.0082 0.0130 121 0.0213 0.0082 0.0131 122 0.0214 0.0082 0.0132 123 0.0216 0.0083 0.0133 124 0.0217 0.0083 0.0133 125 0.0218 0.0084 0.0134 126 0.0219 0.0085 0.0135 127 0.0221 0.0085 0.0136 128 0.0222 0.0086 0.0137 129 0.0224 0.0086 0.0138 130 0.0225 0.0087 0.0138 131 0.0227 0.0087 0.0140 132 0.0228 0.0088 0.0140 133 0.0230 0.0089 0.0141 134 0.0231 0.0089 0.0142 135 0.0233 0.0090 0.0144 136 0.0235 0.0090 0.0144 137 0.0237 0.0091 0.0146 138 0.0238 0.0092 0.0146 • 139 0.0241 0.0093 0.0148 140 0.0242 0.0093 0.0149 141 0.0244 0.0094 0.0150 142 0.0246 0.0095 0.0151 143 0.0248 0.0096 0.0153 144 0.0250 0.0096 0.0154 145 0.0233 0.0090 0.0143 146 0.0235 0.0090 0.0144 147 0.0238 0.0092 0.0146 148 0.0239 0.0092 0.0147 149 0.0243 0.0094 0.0149 150 0.0244 0.0094 0.0150 151 0.0248 0.0096 0.0152 152 0.0250 0.0096 0.0154 153 0.0254 0.0098 0.0156 154 0.0256 0.0099 0.0157 155 0.0260 0.0100 0.0160 156 0.0262 0.0101 0.0161 157 0.0267 0.0103 0.0164 158 0.0269 0.0104 0.0165 159 0.0274 0.0105 0.0168 160 0.0276 0.0106 0.0170 161 0.0282 0.0108 0.0173 162 0.0284 0.0110 0.0175 163 0.0290 0.0112 0.0178 164 0.0293 0.0113 0.0180 165 0.0300 0.0115 0.0184 166 0.0303 0.0117 0.0186 167 0.0310 0.0120 0.0191 168 0.0314 0.0121 0.0193 169 0.0322 0.0124 0.0198 170. 0.0326 0.0126 0.0201 171 0.0336 0.0129 0.0206 172 0.0340 0.0131 0.0209 173 0.0351 0.0135 0.0216 174 0.0357 0.0137 0.0219 175 0.0369 0.0142 0.0227 176 0.0375 0.0145 0.0231 177 0.0390 0.0150 0.0240 178 0.0398 0.0153 0.0244 179 0.0415 0.0160 0.0255 180 0.0425 0.0164 0.0261 181 0.0446 0.0172 0.0274 182 0.0459 0.0177 0.0282 183 0.0487 0.0188 0.0299 184 0.0503 0.0194 0.0309 185 0.0404 0.0156 0.0249 186 0.0427 0.0165 0.0263 187 0.0485 0.0187 0.0298 188 0.0523 0.0201 0.0321 189 0.0630 0.0243 0.0387 190 0.0711 0.0274 0.0437 191 0.1017 0.0328 0.0689 192 0.1398 0.0328 0.1071 193 0.4377 0.0328 0.4049 194 0.0828 0.0319 0.0509 195 0.0570 0.0220 0.0350 196 0.0454 0.0175 0.0279 197 0.0521 0.0201 0.0320 198 0.0472 0.0182 0.0290 199 0.0435 0.0168 0.0267 200 0.0406 0.0156 0.0250 201 0.0382 0.0147 0.0235 • 202 0.0362 0.0140 0.0223 203 0.0346 0.0133 0.0212 204 0.0331 0.0127 0.0203 205 0.0318 0.0122 0.0195 206 0.0307 0.0118 0.0188 207 0.0296 0.0114 0.0182 208 0.0287 0.0111 0.0177 209 0.0279 0.0107 0.0171 210 0.0271 0.0105 0.0167 211 0.0264 0.0102 0.0162 212 0.0258 0.0099 0.0158 213 0.0252 0.0097 0.0155 214 0.0246 0.0095 0.0151 215 0.0241 0.0093 0.0148 216 0.0236 0.0091 0.0145 217 0.0251 0.0097 0.0154 218 0.0247 0.0095 0.0152 219 0.0243 0.0094 0.0149 220 0.0239 0.0092 0.0147 221 0.0236 0.0091 0.0145 222 0.0232 0.0090 0.0143 223 0.0229 0.0088 0.0141 224 0.0226 0.0087 0.0139 225 0.0223 0.0086 0.0137 226 0.0220 0.0085 0.0135 227 0.0218 0.0084 0.0134 228 0.0215 0.0083 0.0132 229 0.0212 0.0082 0.0131 230 0.0210 0.0081 0.0129 231 0.0208 0.0080 0.0128 232 0.0206 0.0079 0.0126 233 0.0203 0.0078 0.0125 234 0.0201 0.0078 0.0124 235 0.0199 0.0077 0.0123 236 0.0197 0.0076 0.0121 237 0.0196 0.0075 0.0120 238 0.0194 0.0075 0.0119 239 0.0192 0.0074 0.0118 240 0.0190 0.0073 0.0117 241 0.0189 0.0073 0.0116 242 0.0187 0.0072 0.0115 243 0.0185 0.0071 0.0114 244 0.0184 0.0071 0.0113 245 0.0182 0.0070 0.0112 246 0.0181 0.0070 0.0111 247 0.0180 0.0069 0.0110 248 0.0178 0.0069 0.0110 249 0.0177 0.0068 0.0109 250 0.0176 0.0068 0.0108 251 0.0174 0.0067 0.0107 252 0.0173 0.0067 0.0106 253 0.0172 0.0066 0.0106 254 0.0171 0.0066 0.0105 255 0.0170 0.0065 0.0104 256 .0.0168 0.0065 0.0104 257 0.0167 0.0064 0.0103 258 0.0166 0.0064 0.0102 259 0.0165 0.0064 0.0102 260 0.0164 0.0063 0.0101 261 0.0163 0.0063 0.0100 262 0.0162 0.0063 0.0100 263 0.0161 0.0062 0.0099 264 0.0160 0.0062 0.0099 • 265 0.0159 0.0061 0.0098 266 0.0159 0.0061 0.0097 267 0.0158 0.0061 0.0097 268 0.0157 0.0060 0.0096 269 0.0156 0.0060 0.0096 270 0.0155 0.0060 0.0095 271 0.0154 0.0059 0.0095 272 0.0153 0.0059 0.0094 273 0.0153 0.0059 0.0094 274 0.0152 0.0058 0.0093 275 0.0151 0.0058 0.0093 276 0.0150 0.0058 0.0092 277 0.0150 0.0058 0.0092 278 0.0149 0.0057 0.0091 279 0.0148 0.0057 0.0091 280 0.0147 0.0057 0.0091 281 0.0147 0.0057 0.0090 282 0.0146 0.0056 0.0090 283 0.0145 0.0056 0.0089 284 0.0145 0.0056 0.0089 285 0.0144 0.0055 0.0089 286 0.0143 0.0055 0.0088 287 0.0143 0.0055 0.0088 288 0.0142 0.0055 0.0087 Total soil rain loss = 2.53(In) Total effective rainfall = 4.45(In) Peak flow rate in flood hydrograph = 19.48(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff Hydro g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0003 0.04 Q 0+10 0.0020 0.25 Q 0+15 0.0060 0.58 VQ 0+20 0.0113 0.76 VQ 0+25 0.0169 0.82 VQ 0+30 0.0227 0.84 VQ 0+35 0.0285 0.85 VQ 0+40 0.0344 0.85 VQ 0+45 0.0403 0.85 VQ 0+50 0.0462 0.86 VQ 0+55 0.0521 0.86 VQ 1+ 0 0.0580 0.86 VQ 1+ 5 0.0639 0.86 VQ 1+10 0.0699 0.86 VQ 1+15 0.0758 0.87 Q 1+20 0.0818 0.87 Q 1+25 0.0878 0.87 Q 1+30 0.0938 0.87 Q 1+35 0.0998 0.87 Q 1+40 0.1058 0.88 Q 1+45 0.1119 0.88 Q 1+50 0.1179 0.88 Q 1+55 0.1240 0.88 Q 2+ 0 0.1301 0.88 Q • • 2+ 5 0.1362 0.89 Q 2+10 0.1423 0.89 Q 2+15 0.1484 0.89 QV 2+20 0.1546 0.89 QV 2+25 0.1607 0.89 QV 2+30 0.1669 0.90 QV 2+35 0.1731 0.90 QV 2+40 0.1793 0.90 QV 2+45 0.1855 0.90 QV 2+50 0.1918 0.91 QV 2+55 0.1980 0.91 QV 3+ 0 0.2043 0.91 QV 3+ 5 0.2106 0.91 QV 3+10 0.2169 0.92 QV 3+15 0.2232 0.92 Q V 3+20 0.2296 0.92 Q V 3+25 0.2359 0.92 Q V 3+30 0.2423 0.93 Q V 3+35 0.2487 0.93 Q V 3+40 0.2551 0.93 Q V 3+45 0.2615 0.93 Q V 3+50 0.2680 0.94 Q V 3+55 0.2744 0.94 Q V 4+ 0 0.2809 0.94 Q V 4+ 5 0.2874 0.94 Q V 4+10 0.2939 0.95 Q V 4+15 0.3005 0.95 Q V 4+20 0.3070 0.95 Q V 4+25 0.3136 0.95 Q V 4+30 0.3202 0.96 Q V 4+35 0.3268 0.96 Q V 4+40 0.3335 0.96 Q V 4+45 0.3401 0.97 Q V 4+50 0.3468 0.97 Q V 4+55 0.3535 0.97 Q V 5+ 0 0.3602 0.98 Q V 5+ 5 0.3669 0.98 Q V 5+10 0.3737 0.98 Q V 5+15 0.3805 0.98 Q V 5+20 0.3873 0.99 Q V 5+25 0.3941 0.99 Q V 5+30 0.4009 0.99 Q V 5+35 0.4078 1.00 Q V 5+40 0.4147 1.00 Q V 5+45 0.4216 1.00 Q V 5+50 0.4285 1.01 Q V 5+55 0.4355 1.01 Q V 6+ 0 0.4425 1.01 Q V 6+ 5 0.4495 1.02 Q V 6+10 0.4565 1.02 Q V 6+15 0.4635 1.02 Q V 6+20 0.4706 1.03 Q V 6+25 0.4777 1.03 Q V 6+30 0.4849 1.03 Q V 6+35 0.4920 1.04 Q V 6+40 0.4992 1.04 Q V 6+45 0.5064 1.05 Q V 6+50 0.5136 1.05 Q V 6+55 0.5209 1.05 Q V 7+ 0 0.5282 1.06 Q V 7+ 5 0.5355 1.06 Q V 7+10 0.5428 1.07 Q V 7+15 0.5502 1.07 Q V • 7+20 0.5576 1.07 Q V 7+25 0.5650 1.08 Q V 7+30 0.5725 1.08 Q V 7+35 0.5799 1.09 Q V 7+40 0.5875 1.09 Q V 7+45 0.5950 1.10 Q V 7+50 0.6026 1.10 Q V 7+55 0.6102 1.10 Q V 8+ 0 0.6178 1.11 Q V 8+ 5 0.6255 1.11 Q V 8+10 0.6332 1.12 Q V 8+15 0.6409 1.12 Q V 8+20 0.6487 1.13 Q V 8+25 0.6565 1.13 Q V 8+30 0.6644 1.14 Q V 8+35 0.6722 1.14 Q V 8+40 0.6802 1.15 Q V 8+45 0.6881 1.15 Q V 8+50 0.6961 1.16 Q V 8+55 0.7041 1.17 Q V 9+ 0 0.7122 1.17 Q V 9+ 5 0.7203 1.18 Q V 9+10 0.7284 1.18 Q V 9+15 0.7366 1.19 Q V 9+20 0.7448 1.19 Q V 9+25 0.7531 1.20 Q V 9+30 0.7614 1.21 Q V 9+35 0.7697 1.21 Q V 9+40 0.7781 1.22 Q V 9+45 0.7866 1.23 Q V 9+50 0.7951 1.23 Q V 9+55 0.8036 1.24 Q V 10+ 0 0.8122 1.25 Q V 10+ 5 0.8208 1.25 Q V 10+10 0.8295 1.26 Q V 10+15 0.8382 1.27 Q V 10+20 0.8470 1.27 Q V 10+25 0.8558 1.28 Q V 10+30 0.8647 1.29 Q V 10+35 0.8736 1.30 Q V 10+40 0.8826 1.31 Q V 10+45 0.8916 1.31 Q V 10+50 0.9007 1.32 Q V 10+55 0.9099 1.33 Q V 11+ 0 0.9191 1.34 Q V 11+ 5 0.9284 1.35 Q V 11+10 0.9378 1.36 Q V 11+15 0.9472 1.37 Q V 11+20 0.9566 1.38 Q V 11+25 0.9662 1.39 Q V 11+30 0.9758 1.40 Q V 11+35 0.9855 1.41 Q V 11+40 0.9952 1.42 Q V 11+45 1.0051 1.43 Q V 11+50 1.0150 1.44 Q V 11+55 1.0250 1.45 Q V 12+ 0 1.0350 1.46 Q V 12+ 5 1.0452 1.47 Q V 12+10 1.0552 1.45 Q V 12+15 1.0649 1.42 Q V 12+20 1.0746 1.41 Q V 12+25 1.0844 1.41 Q V 12+30 1.0942 1.43 Q V • • 12+35 1.1041 1.44 12+40 1.1141 1.46 12+45 1.1243 1.47 12+50 1.1345 1.49 12+55 1.1449 1.51 13+ 0 1.1554 1.52 13+ 5 1.1660 1.54 13+10 1.1767 1.56 13+15 1.1876 1.58 13+20 1.1986 1.60 13+25 1.2098 1.62 13+30 1.2211 1.64 13+35 1.2326 1.67 13+40 1.2443 1.69 13+45 1.2561 1.72 13+50 1.2682 1.75 13+55 1.2804 1.78 14+ 0 1.2928 1.81 14+ 5 1.3055 1.84 14+10 1.3184 1.87 14+15 1.3315 1.91 14+20 1.3449 1.95 14+25 1.3586 1.99 14+30 1.3726 2.03 14+35 1.3869 2.08 14+40 1.4015 2.13 14+45 1.4165 2.18 14+50 1.4319 2.24 14+55 1.4478 2.30 15+ 0 1.4642 2.37 15+ 5 1.4810 2.45 15+10 1.4985 2.54 15+15 1.5167 2.64 15+20 1.5356 2.74 15+25 1.5551 2.83 15+30 1.5742 2.77 15+35 1.5923 2.63 15+40 1.6106 2.67 15+45 1.6305 2.88 15+50 1.6527 3.22 15+55 1.6787 3.78 16+ 0 1.7125 4.91 16+ 5 1.7696 8.29 16+10 1.8800 16.04 16+15 2.0142 19.48 16+20 2.0969 12.01 16+25 2.1394 6.17 16+30 2.1657 3.82 16+35 2.1892 3.41 16+40 2.2086 2.82 16+45 2.2267 2.62 16+50 2.2435 2.45 16+55 2.2594 2.30 17+ 0 2.2744 2.18 17+ 5 2.2887 2.07 17+10 2.3023 1.98 17+15 2.3155 1.90 17+20 2.3281 1.83 17+25 2.3403 1.77 17+30 2.3521 1.72 17+35 2.3636 1.67 17+40 2.3748 1.62 17+45 2.3856 1.58 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V V Q V Q V V V V V V V V V V V V V V 17+50 2.3962 1.54 Q 17+55 2.4066 1.50 Q 18+ 0 2.4167 1.47 Q 18+ 5 2.4266 1.44 Q 18+10 2.4366 1.44 Q 18+15 2.4466 1.46 Q 18+20 2.4567 1.46 Q 18+25 2.4667 1.45 Q 18+30 2.4765 1.42 Q 18+35 2.4862 1.40 Q 18+40 2.4957 1.38 Q 18+45 2.5051 1.37 Q 18+50 2.5144 1.35 Q 18+55 2.5235 1.33 Q 19+ 0 2.5326 1.31 Q 19+ 5 2.5415 1.30 Q 19+10 2.5503 1.28 Q 19+15 2.5590 1.27 Q 19+20 2.5676 1.25 Q 19+25 2.5761 1.24 Q 19+30 2.5846 1.22 Q 19+35 2.5929. 1.21 Q 19+40 2.6012 1.20 Q 19+45 2.6094 1.19 Q 19+50 2.6174 1.18 Q 19+55 2.6255 1.16 Q 20+ 0 2.6334 1.15 Q 20+ 5 2.6413 1.14 Q 20+10 2.6491 1.13 Q 20+15 2.6568 1.12 Q 20+20 2.6645 1.11 Q 20+25 2.6721 1.10 Q 20+30 2.6796 1.09 Q 20+35 2.6871 1.09 Q 20+40 2.6945 1.08 Q 20+45 2.7019 1.07 Q 20+50 2.7092 1.06 Q 20+55 2.7165 1.05 Q 21+ 0 2.7237 1.05 Q 21+ 5 2.7308 1.04 Q 21+10 2.7379 1.03 Q 21+15 2.7449 1.02 Q 21+20 2.7519 1.02 Q 21+25 2.7589 1.01 Q 21+30 2.7658 1.00 Q 21+35 2.7727 1.00 Q 21+40 2.7795 0.99 Q 21+45 2.7863 0.98 Q 21+50 2.7930 0.98 Q 21+55 2.7997 0.97 Q 22+ 0 2.8063 0.97 Q 22+ 5 2.8129 0.96 Q 22+10 2.8195 0.95 Q 22+15 2.8260 0.95 Q 22+20 2.8325 0.94 Q 22+25 2.8390 0.94 Q 22+30 2.8454 0.93 Q 22+35 2.8518 0.93 Q 22+40 2.8582 0.92 Q 22+45 2.8645 0.92 Q 22+50 2.8708 0.91 Q 22+55 2.8770 0.91 Q 23+ 0 2.8833 0.90 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 23+ 5 2.8894 0.90 23+10 2.8956 0.89 23+15 2.9017 0.89 23+20 2.9078 0.89 23+25 2.9139 0.88 23+30 2.9199 0.88 23+35 2.9259 0.87 23+40 2.9319 0.87 23+45 2.9379 0.86 23+50 2.9438 0.86 23+55 2.9497 0.86 24+ 0 2.9556 0.85 0 0 0 0 0 0 0 0 0 Q Q 0 v v v v v v v v v v v v • • Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/27/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 10 Year Storm Event Detention -Infiltration Basin II Watershed Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input English Rainfall Data English Units used in -Area averaged rainfall Sub -Area (Ac.) Rainfall data for year 8.00 Units Used (Inches) Input Values Used output format intensity Duration (hours) 10 1 isohyetal data: Isohyetal (In) 0.98 Rainfall data for year 2 8.00 6 1.75 Rainfall data for year 2 8.00 24 3.30 Rainfall data for year 100 8.00 1 1.49 Rainfall data for year 100 8.00 6 3.85 Rainfall data for year 100 8.00 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Em ******** • SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0. 33.0 53.0 50.0 70.0 Area (Ac.) 7.40 0.20 0.10 0.30 Area Fraction 0.925 0.025 0.013 0.037 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.100 0.079 0.773 0.850 0.657 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 3.70 3.70 Area Fract 0.463 0.463 0.02 0.003 0.18 0.023 0.09 0.011 0.02 0.002 0.30 0.037 SCS CN (AMC2) 32.0 98.0 SCS CN S Pervious (AMC3) Yield Fr 52.0 9.23 0.196 98.0 0.20 0.958 32.0 52.0 98.0 98.0 33.0 53.0 98.0 98.0 50.0 70.0 9.23 0.196 0.20 0.958 8.87 0.208 0.20 0.958 4.29 0.448 Area -averaged catchment yield fraction, Y = 0.577 Area -averaged low loss fraction, Yb = 0.423 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.00(Ac.) Catchment Lag time = 0.170 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.9333 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.423 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.363(In) Computed peak 30-minute rainfall = 0.743(In) Specified peak 1-hour rainfall = 0.980(In) Computed peak 3-hour rainfall = 1.788(In) Specified peak 6-hour rainfall = 2.614(In) Specified peak 24-hour rainfall = 5.645(In) Rainfall depth area reduction factors: Using a total area of 8.00(Ac.) (Ref: fig. 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall rainfall rainfall rainfall rainfall rainfall E-4) 0.363(In) 0.742(In) 0.980(In) 1.788(In) 2.614(In) 5.645(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 1 4.393 96.75 (CFS)) 4.250 • 2 28.604 23.424 3 67.088 37.233 4 88.996 21.196 5 96.656 7.411 6 98.644 1.924 7 99.524 0.851 8 100.000 0.461 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3626 0.3626 2 0.4784 0.1158 3 0.5627 0.0842 4 0.6313 0.0686 5 0.6902 0.0589 6 0.7424 0.0522 7 0.7896 0.0472 8 0.8330 0.0433 9 0.8731 0.0402 10 0.9107 0.0376 11 0.9461 0.0354 12 0.9796 0.0335 13 1.0235 0.0439 14 1.0660 0.0424 15 1.1070 0.0411 16 1.1469 0.0398 17 1.1856 0.0387 18 1.2233 0.0377 19 1.2601 0.0368 20 1.2960 0.0359 21 1.3311 0.0351 22 1.3655 0.0344 23 1.3991 0.0337 24 1.4321 0.0330 25 1.4645 0.0324 26 1.4963 0.0318 27 1.5276 0.0313 28 1.5583 0.0307 29 1.5886 0.0302 30 1.6183 0.0298 31 1.6477 0.0293 32 1.6766 0.0289 33 1.7051 0.0285 34 1.7332 0.0281 35 1.7610 0.0277 36 1.7883 0.0274 37 1.8154 0.0270 38 1.8421 0.0267 39 1.8685 0.0264 40 1.8946 0.0261 41 1.9203 0.0258 42 1.9458 0.0255 43 1.9711 0.0252 44 1.9961 0.0250 45 2.0208 0.0247 46 2.0452 0.0245 47 2.0695 0.0242 48 2.0935 0.0240 49 2.1172 0.0238 50 2.1408 0.0236 51 2.1641 0.0233 52 2.1873 0.0231 53 2.2102 0.0229 • 54 2.2329 0.0227 55 2.2555 0.0225 56 2.2778 0.0224 57 2.3000 0.0222 58 2.3220 0.0220 59 2.3439 0.0218 60 2.3655 0.0217 61 2.3870 0.0215 62 2.4084 0.0213 63 2.4296 0.0212 64 2.4506 0.0210 65 2.4715 0.0209 66 2.4923 0.0207 67 2.5129 0.0206 68 2.5333 0.0205 69 2.5537 0.0203 70 2.5739 0.0202 71 2.5939 0.0201 72 2.6139 0.0199 73 2.6340 0.0201 74 2.6540 0.0200 75 2.6738 0.0199 76 2.6936 0.0197 77 2.7132 0.0196 78 2.7327 0.0195 79 2.7521 0.0194 80 2.7714 0.0193 81 2.7906 0.0192 82 2.8097 0.0191 83 2.8287 0.0190 84 2.8475 0.0189 85 2.8663 0.0188 86 2.8850 0.0187 87 2.9036 0.0186 88 2.9221 0.0185 89 2.9405 0.0184 90 2.9588 0.0183 91 2.9770 0.0182 92 2.9951 0.0181 93 3.0131 0.0180 94 3.0311 0.0180 95 3.0490 0.0179 96 3.0667 0.0178 97 3.0844 0.0177 98 3.1021 0.0176 99 3.1196 0.0175 100 3.1371 0.0175 101 3.1544 0.0174 102 3.1718 0.0173 103 3.1890 0.0172 104 3.2061 0.0172 105 3.2232 0.0171 106 3.2402 0.0170 107 3.2572 0.0169 108 3.2741 0.0169 109 3.2909 0.0168 110 3.3076 0.0167 111 3.3243 0.0167 112 3.3409 0.0166 113 3.3574 0.0165 114 3.3739 0.0165 115 3.3903 0.0164 116 3.4066 0.0163 • • 117 3.4229 0.0163 118 3.4391 0.0162 119 3.4553 0.0162 120 3.4714 0.0161 121 3.4874 0.0160 122 3.5034 0.0160 123 3.5193 0.0159 124 3.5351 0.0159 125 3.5510 0.0158 126 3.5667 0.0157 127 3.5824 0.0157 128 3.5980 0.0156 129 3.6136 0.0156 130 3.6292 0.0155 131 3.6446 0.0155 132 3.6601 0.0154 133 3.6754 0.0154 134 3.6907 0.0153 135 3.7060 0.0153 136 3.7212 0.0152 137 3.7364 0.0152 138 3.7515 0.0151 139 3.7666 0.0151 140 3.7816 0.0150 141 3.7966 0.0150 142 3.8115. 0.0149 143 3.8264 0.0149 144 3.8413 0.0148 145 3.8561 0.0148 146 3.8708 0.0147 147 3.8855 0.0147 148 3.9002 0.0147 149 3.9148 0.0146 150 3.9294 0.0146 151 3.9439 0.0145 152 3.9584 0.0145 153 3.9728 0.0144 154 3.9872 0.0144 155 4.0016 0.0144 156 4.0159 0.0143 157 4.0302 0.0143 158 4.0444 0.0142 159 4.0586 0.0142 160 4.0727 0.0142 161 4.0869 0.0141 162 4.1009 0.0141 163 4.1150 0.0140 164 4.1290 0.0140 165 4.1429 0.0140 166 4.1569 0.0139 167 4.1708 0.0139 168 4.1846 0.0139 169 4.1984 0.0138 170 4.2122 0.0138 171 4.2260 0.0137 172 4.2397 0.0137 173 4.2533 0.0137 174 4.2670 0.0136 175 4.2806 0.0136 176 4.2941 0.0136 177 4.3077 0.0135 178 4.3212 0.0135 179 4.3346 0.0135 • • 180 4.3481 0.0134 181 4.3615 0.0134 182 .4.3748 0.0134 183 4.3882 0.0133 184 4.4015 0.0133 185 4.4147 0.0133 186 4.4280 0.0132 187 4.4412 0.0132 188 4.4544 0.0132 189 4.4675 0.0131 190 4.4806 0.0131 191 4.4937 0.0131 192 4.5068 0.0131 193 4.5198 0.0130 194 4.5328 0.0130 195 4.5457 0.0130 196 4.5587 0.0129 197 4.5716 0.0129 198 4.5844 0.0129 199 4.5973 0.0128 200 4.6101 0.0128 201 4.6229 0.0128 202 4.6356 0.0128 203 4.6484 0.0127 204 4.6611 0.0127 205 4.6738 0.0127 206 4.6864 0.0126 207 4.6990 0.0126 208 4.7116 0.0126 209 4.7242 0.0126 210 4.7367 0.0125 211 4.7492 0.0125 212 4.7617 0.0125 213 4.7742 0.0125 214 4.7866 0.0124 215 4.7990 0.0124 216 4.8114 0.0124 217 4.8238 0.0124 218 4.8361 0.0123 219 4.8484 0.0123 220 4.8607 0.0123 221 4.8730 0.0123 222 4.8852 0.0122 223 4.8974 0.0122 224 4.9096 0.0122 225 4.9217 0.0122 226 4.9339 0.0121 227 4.9460 0.0121 228 4.9581 0.0121 229 4.9701 0.0121 230 4.9822 0.0120 231 4.9942 0.0120 232 5.0062 0.0120 233 5.0182 0.0120 234 5.0301 0.0120 235 5.0421 0.0119 236 5.0540 0.0119 237 5.0658 . 0.0119 238 5.0777 0.0119 239 5.0895 0.0118 240 5.1014 0.0118 241 5.1132 0.0118 242 5.1249 0.0118 • 243 5.1367 0.0118 244 5.1484 0.0117 245 5.1601 0.0117 246 5.1718 0.0117 247 5.1835 0.0117 248 5.1951 0.0116 249 5.2067 0.0116 250 5.2183 0.0116 251 5.2299 0.0116 252 5.2415 0.0116 253 5.2530 0.0115 254 5.2645 0.0115 255 5.2760 0.0115 256 5.2875 0.0115 257 5.2990 0.0115 258 5.3104 0.0114 259. 5.3218 0.0114 260 5.3333 0.0114 261 5.3446 0.0114 262 5.3560 0.0114 263 5.3673 0.0113 264 5.3787 0.0113 265 5.3900 0.0113 266 5.4013 0.0113 267 5.4125 0.0113 268 5.4238 0.0112 269 5.4350 0.0112 270 5.4462 0.0112 271 5.4574 0.0112 272 5.4686 0.0112 273 5.4797 0.0112 274 5.4909 0.0111 275 5.5020 0.0111 276 5.5131 0.0111 277 5.5242 0.0111 278 5.5353 0.0111 279 5.5463 0.0110 280 5.5573 0.0110 281. 5.5684 0.0110 282 5.5793 0.0110 283 283 5.5903 0.0110 284 5.6013 0.0110 285 5.6122 0.0109 286 5.6232 0.0109 287 5.6341 0.0109 288 5.6450 0.0109 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0109 0.0046 0.0063 2 0.0109 0.0046 0.0063 3 0.0109 0.0046 0.0063 4 0.0110 0.0046 0.0063 5 0.0110 0.0047 0.0063 6 0.0110 0.0047 0.0064 7 0.0110 0.0047 0.0064 8 0.0111 0.0047 0.0064 9 0.0111 0.0047 0.0064 10 0.0111 0.0047 0.0064 11 0.0112 0.0047 0.0064 12 0.0112 0.0047 0.0064 • 13 0.0112 0.0047 0.0065 14 0.0112 0.0048 0.0065 15 0.0113 0.0048 0.0065 16 0.0113 0.0048 0.0065 17 0.0113 0.0048 0.0065 18 0.0113 0.0048 0.0065 19 0.0114 0.0048 0.0066 20 0.0114 0.0048 0.0066 21 0.0114 0.0048 0.0066 22 0.0115 0.0049 0.0066 23 0.0115 0.0049 0.0066 24 0.0115 0.0049 0.0066 25 0.0116 0.0049 0.0067 26 0.0116 0.0049 0.0067 27 0.0116 0.0049 0.0067 28 0.0116 0.0049 0.0067 29 0.0117 0.0049 0.0067 30 0.0117 0.0050 0.0068 31 0.0118 0.0050 0.0068 32 0.0118 0.0050 0.0068 33 0.0118 0.0050 0.0068 34 0.0118 0.0050 0.0068 35 0.0119 0.0050 0.0069 36 0.0119 0.0050 0.0069 37 0.0120 0.0051 0.0069 38 0.0120 0.0051 0.0069 39 0.0120 0.0051 0.0069 40 0.0120 0.0051 0.0069 41 0.0121 0.0051 0.0070 42 0.0121 0.0051 0.0070 43 0.0122 0.0051 0.0070 44 0.0122 0.0052 0.0070 45 0.0122 0.0052 0.0071 46 0.0123 0.0052 0.0071 47 0.0123 0.0052 0.0071 48 0.0123 0.0052 0.0071 49 0.0124 0.0052 0.0071 50 0.0124 0.0053 0.0072 51 0.0125 0.0053 0.0072 52 0.0125 0.0053 0.0072 53 0.0125 0.0053 0.0072 54 0.0126 0.0053 0.0072 55 0.0126 0.0053 0.0073 56 0.0126 0.0054 0.0073 57 0.0127 0.0054 0.0073 58 0.0127 0.0054 0.0073 59 0.0128 0.0054 0.0074 60. 0.0128 0.0054 0.0074 61 0.0129 0.0055 0.0074 62 0.0129 0.0055 0.0074 63 0.0130 0.0055 0.0075 64 0.0130 0.0055 0.0075 65 0.0131 0.0055 0.0075 66 0.0131 0.0055 0.0075 67 0.0131 0.0056 0.0076 68 0.0132 0.0056 0.0076 69 0.0132 0.0056 0.0076 70 0.0133 0.0056 0.0077 71 0.0133 0.0056 0.0077 72 0.0134 0.0057 0.0077 73 0.0134 0.0057 0.0077 74 0.0135 0.0057 0.0078 75 0.0135 0.0057 0.0078 • • 76 0.0136 0.0057 0.0078 77 0.0136 0.0058 0.0079 78 0.0137 0.0058 0.0079 79 0.0137 0.0058 0.0079 80 0.0138 0.0058 0.0079 81 0.0139 0.0059 0.0080 82 0.0139 0.0059 0.0080 83 0.0140 0.0059 0.0081 84 0.0140 0.0059 0.0081 85 0.0141 0.0060 0.0081 86 0.0141 0.0060 0.0081 87 0.0142 0.0060 0.0082 88 0.0142 0.0060 0.0082 89 0.0143 0.0061 0.0083 90 0.0144 0.0061 0.0083 91 0.0144 0.0061 0.0083 92 0.0145 0.0061 0.0084 93 0.0146 0.0062 0.0084 94 0.0146 0.0062 0.0084 95 0.0147 0.0062 0.0085 96 0.0147 0.0062 0.0085 97 0.0148 0.0063 0.0086 98 0.0149 0.0063 0.0086 99 0.0150 0.0063 0.0086 100 0.0150 0.0064 0.0087 101 0.0151 0.0064 0.0087 102 0.0152 0.0064 0.0087 103 0.0153 0.0065 0.0088 104 0.0153 0.0065 0.0088 105 0.0154 0.0065 0.0089 106 0.0155 0.0066 0.0089 107 0.0156 0.0066 0.0090 108 0.0156 0.0066 0.0090 109 0.0157 0.0067 0.0091 110 0.0158 0.0067 0.0091 111 0.0159 0.0067 0.0092 112 0.0160 0.0068 0.0092 113 0.0161 0.0068 0.0093 114 0.0162 0.0068 0.0093 115 0.0163 0.0069 0.0094 116 0.0163 0.0069 0.0094 117 0.0165 0.0070 0.0095 118 0.0165 0.0070 0.0095 119 0.0167 0.0071 0.0096 120 0.0167 0.0071 0.0096 121 0.0169 0.0071 0.0097 122 0.0169 0.0072 0.0098 123 0.0171 0.0072 0.0099 124 0.0172 0.0073 0.0099 125 0.0173 0.0073 0.0100 126 0.0174 0.0074 0.0100 127 0.0175 0.0074 0.0101 128 0.0176 0.0075 0.0102 129 0.0178 0.0075 0.0103 130 0.0179 0.0076 0.0103 131 0.0180 0.0076 0.0104 132 0.0181 0.0077 0.0105 133 0.0183 0.0077 0.0106 134 0.0184 0.0078 0.0106 135 0.0186 0.0079 0.0107 136 0.0187 0.0079 0.0108 137 0.0189 0.0080 0.0109 138 0.0190 0.0080 0.0109 • 139 0.0192 0.0081 0.0111 140 0.0193 0.0082 0.0111 141 0.0195 0.0083 0.0113 142 0.0196 0.0083 0.0113 143 0.0199 0.0084 0.0115 144 0.0200 0.0085 0.0115 145 0.0199 0.0084 0.0115 146 0.0201 0.0085 0.0116 147 0.0203 0.0086 0.0117 148 0.0205 0.0087 0.0118 149 0.0207 0.0088 0.0120 150 0.0209 0.0088 0.0120 151 0.0212 0.0090 0.0122 152 0.0213 0.0090 0.0123 153 0.0217 0.0092 0.0125 154 0.0218 0.0092 0.0126 155 0.0222 0.0094 0.0128 156 0.0224 0.0095 0.0129 157 0.0227 0.0096 0.0131 158 0.0229 0.0097 0.0132 159 0.0233 0.0099 0.0135 160 0.0236 0.0100 0.0136 161 0.0240 0.0102 0.0138 162 0.0242 0.0103 0.0140 163 0.0247 0.0105 0.0143 164 0.0250 0.0106 0.0144 165 0.0255 0.0108 0.0147 166 0.0258 0.0109 0.0149 167 0.0264 0.0112 0.0152 168 0.0267 0.0113 0.0154 169 0.0274 0.0116 0.0158 170 0.0277 0.0117 0.0160 171 0.0285 0.0121 0.0164 172 0.0289 0.0122 0.0167 173 0.0298 0.0126 0.0172 174 0.0302 0.0128 0.0174 175 0.0313 0.0132 0.0180 176 0.0318 0.0135 0.0183 177 0.0330 0.0140 0.0190 178 0.0337 0.0143 0.0194 179 0.0351 0.0149 0.0202 180 0.0359 0.0152 0.0207 181 0.0377 0.0160 0.0217 182 0.0387 0.0164 0.0223 183 0.0411 0.0174 0.0237 184 0.0424 0.0180 0.0245 185 0.0335 0.0142 0.0193 186 0.0354 0.0150 0.0204 187 0.0402 0.0170 0.0232 188 0.0433 0.0183 0.0250 189 0.0522 0.0221 0.0301 190 0.0589 0.0250 0.0340 191 0.0842 0.0328 0.0515 192 0.1158 0.0328 0.0831 193 0.3626 0.0328 0.3298 194 0.0686 0.0291 0.0396 195 0.0472 0.0200 0.0272 196 0.0376 0.0159 0.0217 197 0.0439 0.0186 0.0253 198 0.0398 0.0169 0.0230 199 0.0368 0.0156 0.0212 200 0.0344 0.0145 0.0198 201 0.0324 0.0137 0.0187 s 202 0.0307 0.0130 0.0177 203 0.0293 0.0124 0.0169 204 0.0281 0.0119 0.0162 205 0.0270 0.0114 0.0156 206 0.0261 0.0110 0.0150 207 0.0252 0.0107 0.0146 208 0.0245 0.0104 0.0141 209 0.0238 0.0101 0.0137 210 0.0231 0.0098 0.0133 211 0.0225 0.0095 0.0130 212 0.0220 0.0093 0.0127 213 0.0215 0.0091 0.0124 214 0.0210 0.0089 0.0121 215 0.0206 0.0087 0.0119 216 0.0202 0.0086 0.0116 217 0.0201 0.0085 0.0116 218 0.0197 0.0084 0.0114 219 0.0194 0.0082 0.0112 220 0.0191 0.0081 0.0110 221 0.0188 0.0080 0.0108 222 0.0185 0.0078 0.0107 223 0.0182 0.0077 0.0105 224 0.0180 0.0076 0.0104 225 0.0177 0.0075 0.0102 226 0.0175 0.0074 0.0101 227 0.0172 0.0073 0.0099 228 0.0170 0.0072 0.0098 229 0.0168 0.0071 0.0097 230 0.0166 0.0070 0.0096 231 0.0164 0.0069 0.0095 232 0.0162 0.0069 0.0094 233 0.0160 0.0068 0.0092 234 0.0159 0.0067 0.0091 235 0.0157 0.0066 0.0090 236 0.0155 0.0066 0.0090 237 0.0154 0.0065 0.0089 238 0.0152 0.0064 0.0088 239 0.0151 0.0064 0.0087 240 0.0149 0.0063 0.0086 241 0.0148 0.0063 0.0085 242 0.0147 0.0062 0.0085 243. 0.0145 0.0062 0.0084 244 0.0144 0.0061 0.0083 245 0.0143 0.0060 0.0082 246 0.0142 0.0060 0.0082 247 0.0140 0.0059 0.0081 248 0.0139 0.0059 0.0080 249 0.0138 0.0058 0.0080 250 0.0137 0.0058 0.0079 251 0.0136 0.0058 0.0078 252 0.0135 0.0057 0.0078 253 0.0134 0.0057 0.0077 254 0.0133 0.0056 0.0077 255 0.0132 0.0056 0.0076 256 0.0131 0.0056 0.0076 257 0.0130 0.0055 0.0075 258 0.0129 0.0055 0.0075 259 0.0128 0.0054 0.0074 260 0.0128 0.0054 0.0074 261 0.0127 0.0054 0.0073 262 0.0126 0.0053 0.0073 263 0.0125 0.0053 0.0072 264 0.0124 0.0053 0.0072 • • 265 0.0124 0.0052 0.0071 266 0.0123 0.0052 0.0071 267 0.0122 0.0052 0.0070 268 0.0121 0.0051 0.0070 269 0.0121 0.0051 0.0070 270 0.0120 0.0051 0.0069 271 0.0119 0.0050 0.0069 272 0.0119 0.0050 0.0068 273 0.0118 0.0050 0.0068 274 0.0117 0.0050 0.0068 275 0.0117 0.0049 0.0067 276 0.0116 0.0049 0.0067 277 0.0115 0.0049 0.0067 278 0.0115 0.0049 0.0066 279 0.0114 0.0048 0.0066 280 0.0114 0.0048 0.0066 281 0.0113 0.0048 0.0065 282 0.0112 0.0048 0.0065 283 0.0112 0.0047 0.0065 284 0.0111 0.0047 0.0064 285 0.0111 0.0047 0.0064 286 0.0110 0.0047 0.0064 287 0.0110 0.0046 0.0063 288 0.0109 0.0046 0.0063 Total soil rain loss = 2.25(In) Total effective rainfall = 3.39(In) Peak flow rate in flood hydrograph = 15.57(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H OUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0002 0.03 Q 0+10 0.0014 0.17 Q 0+15 0.0042 0.41 Q 0+20 0.0079 0.54 VQ 0+25 0.0120 0.59 VQ 0+30 0.0161 0.60 VQ 0+35 0.0203 0.61 VQ 0+40 0.0246 0.61 VQ 0+45 0.0288 0.62 VQ 0+50 0.0331 0.62 VQ. 0+55 0.0373 0.62 VQ 1+ 0 0.0416 0.62 VQ 1+ 5 0.0459 0.62 VQ 1+10 0.0502 0.62 VQ 1+15 0.0545 0.62 VQ 1+20 0.0588 0.63 Q 1+25 0.0631 0.63 Q 1+30 0.0675 0.63 Q 1+35 0.0718 0.63 Q 1+40 0.0762 0.63 Q 1+45 0.0805 0.63 Q 1+50 0.0849 0.64 Q 1+55 0.0893 0.64 Q 2+ 0 0.0937 0.64 Q • • 2+ 5 0.0981 0.64 Q 2+10 0.1026 0.64 Q 2+15 0.1070 0.64 Q 2+20 0.1114 0.65 Q 2+25 0.1159 0.65 QV 2+30 0.1204 0.65 QV 2+35 0.1249 0.65 QV 2+40 0.1294 0.65 QV 2+45 0.1339 0.65 QV 2+50 0.1384 0.66 QV 2+55 0.1429 0.66 QV 3+ 0 0.1475 0.66 QV 3+ 5 0.1520 0.66 QV 3+10 0.1566 0.66 QV 3+15 0.1612 0.67 QV 3+20 0.1658 0.67 QV 3+25 0.1704 0.67 Q V 3+30 0.1750 0.67 Q V 3+35 0.1797 0.67 Q V 3+40 0.1843 0.68 Q V 3+45 0.1890 0.68 Q V 3+50 0.1937 0.68 Q V 3+55 0.1984 0.68 Q V 4+ 0 0.2031 0.68 Q V 4+ 5 0.2078 0.69 Q V 4+10 0.2126 0.69 Q V 4+15 0.2173, 0.69 Q V 4+20 0.2221 0.69 Q V 4+25 0.2269 0.69 Q V 4+30 0.2317 0.70 Q V 4+35 0.2365 0.70 Q V 4+40 0.2413 0.70 Q V 4+45 0.2461 0.70 Q V 4+50 0.2510 0.71 Q V 4+55 0.2559 0.71 Q V 5+ 0 0.2608 0.71 Q V 5+ 5 0.2657 0.71 Q V 5+10 0.2706 0.71 Q V 5+15 0.2755 0.72 Q V 5+20 0.2805 0.72 Q V 5+25 0.2855 0.72 Q V 5+30 0.2905 0.72 Q V 5+35 0.2955 0.73 Q V 5+40 0.3005 0.73 Q V 5+45 0.3056 0.73 Q V 5+50 0.3106 0.73 Q V 5+55 0.3157 0.74 Q V 6+ 0 0.3208 0.74 Q V 6+ 5 0.3259 0.74 Q V 6+10 0.3310 0.75 Q V 6+15 0.3362 0.75 Q V 6+20 0.3414 0.75 Q V 6+25 0.3466 0.75 Q V 6+30 0.3518 0.76 Q V 6+35 0.3570 0.76 Q V 6+40 0.3623 0.76 Q V 6+45 0.3675 0.77 Q V 6+50 0.3728 0.77 Q V 6+55 0.3781 0.77 Q V 7+ 0 0.3835 0.77 Q V 7+ 5 0.3888 0.78 Q V 7+10 0.3942 0.78 Q V 7+15 0.3996 0.78 Q V 7+20 0.4050 0.79 Q V 7+25 0.4105 0.79 Q V 7+30 0.4160 0.79 Q V 7+35 0.4215 0.80 Q V 7+40 0.4270 0.80 Q V 7+45 0.4325 0.80 Q V 7+50 0.4381 0.81 Q V 7+55 0.4437 0.81 Q V 8+ 0 0.4493 0.82 Q V 8+ 5 0.4549 0.82 Q V 8+10 0.4606 0.82 Q V 8+15 0.4663 0.83 Q V 8+20 0.4720 0.83 Q V 8+25 0.4778 0.83 Q V 8+30 0.4835 0.84 Q V 8+35 0.4893 0.84 Q V 8+40 0.4952 0.85 Q V 8+45 0.5010 0.85 Q V 8+50 0.5069 0.85 Q V 8+55 0.5128 0.86 Q V 9+ 0 0.5188 0.86 Q V 9+ 5 0.5247 0.87 Q V 9+10 0.5308 0.87 Q V 9+15 0.5368 0.88 Q V 9+20 0.5429 0.88 Q V 9+25 0.5490 0.89 Q V 9+30 0.5551 0.89 Q V 9+35 0.5613 0.90 Q V 9+40 0.5675 0.90 Q V 9+45 0.5737 0.91 Q V 9+50 0.5800 0.91 Q V 9+55 0.5863 0.92 Q V 10+ 0 0.5927 0.92 Q V 10+ 5 0.5991 0.93 Q V 10+10 0.6055 0.93 Q V 10+15 0.6120 0.94 Q V 10+20 0.6185 0.95 Q V 10+25 0.6250 0.95 Q V 10+30 0.6316 0.96 Q V 10+35 0.6383 0.96 Q V 10+40 0.6449 0.97 Q V 10+45 0.6517 0.98 Q V 10+50 0.6584 0.98 Q V 10+55 0.6653 0.99 Q V 11+ 0 0.6721 1.00 Q V 11+ 5 0.6790 1.00 Q V 11+10 0.6860 1.01 Q V 11+15 0.6930 1.02 Q V 11+20 0.7001 1.03 Q V 11+25 0.7072 1.03 Q V 11+30 0.7144 1.04 Q v 11+35 0.7216 1.05 Q V 11+40 0.7289 1.06 Q V 11+45 0.7363 1.07 Q V 11+50 0.7437 1.08 Q V 11+55 0.7512 1.09 Q V 12+ 0 0.7587 1.10 Q V 12+ 5 0.7663 1.10 Q V 12+10 0.7740 1.11 Q V 12+15 0.7816 1.11 Q V 12+20 0.7894 1.12 Q v 12+25 0.7971 1.13 Q V 12+30 0.8050 1.14 Q V • • 12+35 0.8130 1.15 Q 12+40 0.8210 1.17 Q 12+45 0.8291 1.18 Q 12+50 0.8373 1.19 Q 12+55 0.8456 1.20 Q 13+ 0 0.8540 1.22 Q 13+ 5 0.8625 1.23 Q 13+10 0.8711 1.25 Q 13+15 0.8798 1.26 Q 13+20 0.8886 1.28 Q 13+25 0.8975 1.30 Q 13+30 0.9066 1.31 Q 13+35 0.9158 1.33 Q 13+40 0.9251 1.35 Q 13+45 0.9345 1.37 Q 13+50 0.9441 1.39 Q 13+55 0.9539 1.42 Q 14+ 0 0.9638 1.44 Q 14+ 5 0.9739 1.46 Q 14+10 0.9842 1.49 Q 14+15 0.9946 1.52 Q 14+20 1.0053 1.55 Q 14+25 1.0162 1.58 Q 14+30 1.0273 1.61 Q 14+35 1.0387 1.65 Q 14+40 1.0503 1.69 Q 14+45 1.0622 1.73 Q 14+50 1.0745 1.78 Q 14+55 1.0871 1.83 Q 15+ 0 1.1000 1.88 Q 15+ 5 1.1134 1.94 Q 15+10 1.1272 2.01 Q 15+15 1.1416 2.08 Q 15+20 1.1565 2.17 Q 15+25 1.1719 2.24 Q 15+30 1.1870 2.19 Q 15+35 1.2012 2.06 Q 15+40 1.2155 2.07 Q 15+45 1.2308 2.23 Q 15+50 1.2480 2.49 Q 15+55 1.2680 2.90 Q 16+ 0 1.2936 3.72 Q 16+ 5 1.3369 6.28 16+10 1.4224 12.42 16+15 1.5296 15.57 16+20 1.5981 9.95 16+25 1.6335 5.13 16+30 1.6548 3.10 Q 16+35 1.6729 2.63 Q 16+40 1.6892 2.37 Q 16+45 1.7036 2.09 Q 16+50 1.7170 1.95 Q 16+55 1.7297 1.84 Q 17+ 0 1.7417 1.74 Q 17+ 5 1.7531 1.66 Q 17+10 1.7640 1.59 Q 17+15 1.7745 1.52 Q 17+20 1.7846 1.47 Q 17+25 1.7944 1.42 Q 17+30 1.8038 1.37 Q 17+35 1.8130 1.33 Q 17+40 1.8220 1.30 Q 17+45 1.8307 1.26 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V - V V V V V V V V V V Q V QV V Q V V V V V V . V V V V V V V V V V V V 17+50 1.8392 1.23 Q 17+55 1.8475 1.21 Q 18+ 0 1.8556 1.18 Q 18+ 5 1.8635 1.16 Q 18+10 1.8714 1.14 Q 18+15 1.8791 1.12 Q 18+20 1.8867 1.10 Q 18+25 1.8942 1.09 Q 18+30 1.9015 1.07 Q 18+35 1.9087 1.05 Q 18+40 1.9159 1.03 Q 18+45 1.9229 1.02 Q 18+50 1.9298 1.00 Q 18+55 1.9366 0.99 Q 19+ 0 1.9434 0.98 Q 19+ 5 1.9500 0.96 Q 19+10 1.9565 0.95 Q 19+15 1.9630 0.94 Q 19+20 1.9694 0.93 Q 19+25 1.9757 0.92 Q 19+30 1.9820 0.91 Q 19+35 1.9881 0.90 Q 19+40 1.9942 0.89 Q 19+45 2.0003 0.88 Q 19+50 2.0063 0.87 Q 19+55 2.0122 0.86 Q 20+ 0 2.0180 0.85 Q 20+ 5 2.0238 0.84 Q 20+10 2.0296 0.83 Q 20+15 2.0353 0.83 Q 20+20 2.0409 0.82 Q 20+25 2.0465 0.81 Q 20+30 2.0521 0.80 Q 20+35 2.0575 0.80 Q 20+40 2.0630 0.79 Q 20+45 2.0684 0.78 Q 20+50 2.0738 0.78 Q 20+55 2.0791 0.77 Q 21+ 0 2.0843 0.77 Q 21+ 5 2.0896 0.76 Q 21+10 2.0948 0.75 Q 21+15 2.0999 0.75 Q 21+20 2.1050 0.74 Q 21+25 2.1101 0.74 Q 21+30 2.1152 0.73 Q 21+35 2.1202 0.73 Q 21+40 2.1252 0.72 Q 21+45 2.1301 0.72 Q 21+50 2.1350 0.71 Q 21+55 2.1399 0.71 Q 22+ 0 2.1447 0.70 Q 22+ 5 2.1495 0.70 Q 22+10 2.1543 0.69 Q 22+15 2.1591 0.69 Q 22+20 2.1638 0.69 Q 22+25 2.1685 0.68 Q 22+30 2.1732 0.68 Q 22+35 2.1778 0.67 Q 22+40 2.1824 0.67 Q 22+45 2.1870 0.67 Q 22+50 2.1916 0.66 Q 22+55 2.1961 0.66 Q 23+ 0 2.2006 0.65 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V. V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • • 23+ 5 2.2051 0.65 Q 23+10 2.2096 0.65 Q 23+15 2.2140 0.64 Q 23+20 2.2184 0.64 Q 23+25 2.2228 0.64 Q 23+30 2.2272 0.63 Q 23+35 2.2315 0.63 Q 23+40 2.2358 0.63 Q 23+45 2.2401 0.62 Q 23+50 2.2444 0.62 Q 23+55 2.2487 0.62 Q 24+ 0 2.2529 0.62 Q V V V V V V V V V V V V • • • Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 09/21/12 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 17885 Developed Condition 2 Year Storm Event Detention -Infiltration Basin II Watershed Storm Event Year = 2 Antecedent Moisture Condition = 3 _ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.00 1 0.98 Rainfall data for year 2 8.00 6 1.75 Rainfall data for year 2 8.00 24 3.30 Rainfall data for year 100 8.00 1 1.49 Rainfall data for year 100 8.00 6 3.85 Rainfall data for year 100 8.00 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** • Interval Number SCS curve SCS curve No.(AMCII) NO.(AMC 3) 32.0 52.0 32.0 52.0 33.0 53.0 50.0 70.0 Area (Ac.) 7.40 0.20 0.10 0.30 Area Fraction 0.925 0.025 0.013 0.037 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.100 0.079 0.773 0.850 0.657 0.532 1.000 0.532 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 3.70 3.70 Area Fract 0.463 0.463 0.02 0.003 0.18 0.023 0.09 0.011 0.02 0.002 0.30 0.037 SCS CN (AMC2) 32.0 98.0 SCS CN S Pervious (AMC3) Yield Fr 52.0 9.23 0.060 98.0 0.20 0.929 32.0 52.0 98.0 98.0 33.0 53.0 98.0 98.0 50.0 70.0 9.23 0.060 0.20 0.929 8.87 0.068 0.20 0.929 4.29 0.269 Area -averaged catchment yield fraction, Y = 0.491 Area -averaged low loss fraction, Yb = 0.509 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.00(Ac.) Catchment Lag time = 0.183 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 45.5622 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.509 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.231(In) Computed peak 30-minute rainfall = 0.473(In) Specified peak 1-hour rainfall = 0.624(In) Computed peak 3-hour rainfall = 1.174(In) Specified peak 6-hour rainfall = 1.750(In) Specified peak 24-hour rainfall = 3.300(In) Rainfall depth area reduction factors: Using a total area of 8.00(Ac.) (Ref: fig. 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall = rainfall = rainfall = rainfall = rainfall = rainfall = E-4) 0.231(In) 0.472(In) 0. 623 (In) 1.174(In) 1.750(In) 3.300(In) Unit Hydro g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 'S' Graph Unit Hydrograph Mean values ((CFS)) (K = 1 3.839 96.75 (CFS)) 3.714 • • 2 25.025 20.498 3 61.159 34.959 4 85.521 23.571 5 95.123 9.290 6 98.250 3.026 7 99.131 0.852 8 100.000 0.841 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2307 0.2307 2 0.3044 0.0737 3 0.3580 0.0536 4 0.4016 0.0437 5 0.4391 0.0375 6 0.4724 0.0332 7 0.5024 0.0300 8 0.5300 0.0276 9 0.5555 0.0256 10 0.5795 0.0239 11 0.6020 0.0225 12 0.6233 0.0213 13 0.6527 0.0294 14 0.6812 0.0285 15 0.7088 0.0276 16 0.7357 0.0269 17 0.7618 0.0262 18 0.7873 0.0255 19 0.8123 0.0249 20 0.8366 0.0244 21 0.8605 0.0239 22 0.8839 0.0234 23 0.9068 0.0229 24 0.9293 0.0225 25 0.9514 0.0221 26 0.9732 0.0217 27 0.9946 0.0214 28 1.0156 0.0211 29 1.0364 0.0207 30 1.0568 0.0204 31 1.0770 0.0202 32 1.0969 0.0199 33 1.1165 0.0196 34 1.1359 0.0194 35 1.1550 0.0191 36 1.1739 0.0189 37 1.1926 0.0187 38 1.2110 0.0185 39 1.2293 0.0183 40 1.2474 0.0181 41 1.2652 0.0179 42 1.2829 0.0177 43 1.3004 0.0175 44 1.3178 0.0173 45 1.3349 0.0172 46 1.3519 0.0170 47 1.3688 0.0169 48 1.3855 0.0167 49 1.4020 0.0166 50 1.4184 0.0164 51 1.4347 0.0163 52 1.4509 0.0161 53 1.4669 0.0160 i 54 1.4827 0.0159 55 1.4985 0.0158 56 1.5141 O'.0156 57 1.5296 0.0155 58 1.5450 0.0154 59 1.5603 0.0153 60 1.5755 0.0152 61 1.5906 0.0151 62 1.6055 0.0150 63 1.6204 0.0149 64 1.6352 0.0148 65 1.6498 0.0147 66 1.6644 0.0146 67 1.6789 0.0145 68 1.6933 0.0144 69 1.7076 0.0143 70 1.7218 0.0142 71 1.7359 0.0141 72 1.7500 0.0140 73 1.7610 0.0111 74 1.7720 0.0110 75 1.7830 0.0109 76 1.7938 0.0108 77 1.8046 0.0108 78 1.8152 0.0107 79 1.8258 0.0106 80 1.8364 0.0105 81 1.8469 0.0105 82 1.8573 0.0104 83 1.8676 0.0103 84 1.8778 0.0103 85 1.8880 0.0102 86 1.8982 0.0101 87 1.9082 0.0101 88 1.9182 0.0100 89 1.9282 0.0099 90 1.9381 0.0099 91 1.9479 0.0098 92 1.9577 0.0098 93 1.9674 0.0097 94 1.9770 0.0097 95 1.9866 0.0096 96 1.9962 0.0095 97 2.0056 0.0095 98 2.0151 0.0094 99 2.0245 0.0094 100 2.0338 0.0093 101 2.0431 0.0093 102 2.0523 0.0092 103 2.0615 0.0092 104 2.0706 0.0091 105 2.0797 0.0091 106 2.0887 0.0090 107 2.0977 0.0090 108 2.1067 0.0089 109 2.1156 0.0089 110 2.1245 0.0089 111 2.1333 0.0088 112 2.1420 0.0088 113 2.1508 0.0087 114 2.1595 0.0087 115 2.1681 0.0086 116 2.1767 0.0086 • • 117 2.1853 0.0086 118 2.1938 0.0085 119 2.2023 0.0085 120 2.2107 0.0084 121 2.2192 0.0084 122 2.2275 0.0084 123 2.2359 0.0083 124 2.2442 0.0083 125 2.2524 0.0083 126 2.2606 0.0082 127 2.2688 0.0082 128 2.2770 0.0082 129 2.2851 0.0081 130 2.2932 0.0081 131 2.3013 0.0081 132 2.3093 0.0080 133 2.3173 0.0080 134 2.3252 0.0080 135 2.3332 0.0079 136 2.3410 0.0079 137 2.3489 0.0079 138 2.3567 0.0078 139 2.3645 0.0078 140 2.3723 0.0078 141 2.3800 0.0077 142 2.3878 0.0077 143 2.3954 0.0077 144 2.4031 0.0077 145 2.4107 0.0076 146 2.4183 0.0076 147 2.4259 0.0076 148 2.4334 0.0075 149 2.4409 0.0075 150 2.4484 0.0075 151 2.4558 0.0075 152 2.4633 0.0074 153 2.4707 0.0074 154 2.4781 0.0074 155 2.4854 0.0073 156 2.4927 0.0073 157 2.5000 0.0073 158 2.5073 0.0073 159 2.5145 0.0072 160 2.5218 0.0072 161 2.5290 0.0072 162 2.5361 0.0072 163 2.5433 0.0072 164 2.5504 0.0071 165 2.5575 0.0071 166 2.5646 0.0071 167 2.5717 0.0071 168 2.5787 0.0070 169 2.5857 0.0070 170 2.5927 0.0070 171 2.5997 0.0070 172 2.6066 0.0069 173 2.6135 0.0069 174 2.6204 0.0069 175 2.6273 0.0069 176 2.6342 0.0069 177 2.6410 0.0068 178 2.6478 0.0068 179 2.6546 0.0068 180 2.6614 0.0068 181 2.6682 0.0068 182 2.6749 0.0067 183 2.6816 0.0067 184 2.6883 0.0067 185 2.6950 0.0067 186 2.7016 0.0067 187 2.7083 0.0066 188 2.7149 0.0066 189 2.7215 0.0066 190 2.7281 0.0066 191 2.7346 0.0066 192 2.7412 0.0065 193 2.7477 0.0065 194 2.7542 0.0065 195 2.7607 0.0065 196 2.7672 0.0065 197 2.7736 0.0065 198 2.7800 0.0064 199 2.7865 0.0064 200 2.7929 0.0064 201 2.7992 0.0064 202 2.8056 0.0064 203 2.8119 0.0063 204 2.8183 0.0063 205 2.8246 0.0063 206 2.8309 0.0063 207 2.8372 0.0063 208 2.8434 0.0063 209 2.8497 0.0062 210 2.8559 0.0062 211 2.8621 0.0062 212 2.8683 0.0062 213 2.8745 0.0062 214 2.8807 0.0062 215 2.8868 0.0062 216 2.8930 0.0061 217 2.8991 0.0061 218 2.9052 0.0061 219 2.9113 0.0061 220 2.9173 0.0061 221 2.9234 0.0061 222 2.9295 0.0060 223 2.9355 0.0060 224 2.9415 0.0060 225 2.9475 0.0060 226 2.9535 0.0060 227 2.9595 0.0060 228 2.9654 0.0060 229 2.9714 0.0059 230 2.9773 0.0059 231 2.9832 0.0059 232 2.9891 0.0059 233 2.9950 0.0059 234 3.0009 0.0059 235 3.0067 0.0059 236 3.0126 0.0058 237 3.0184 0.0058 238 3.0242 0.0058 239 3.0300 0.0058 240 3.0358 0.0058 241 3.0416 0.0058 242 3.0474 0.0058 • • 243 3.0531 0.0058 244 3.0589 0.0057 245 3.0646 0.0057 246 3.0703 0.0057 247 3.0760 0.0057 248 3.0817 0.0057 249 3.0874 0.0057 250 3.0931 0.0057 251 3.0987 0.0057 252 3.1044 0.0056 253 3.1100 0.0056 254 3.1156 0.0056 255 3.1212 0.0056 256 3.1268 0.0056 257 3.1324 0.0056 258 3.1380 0.0056 259 3.1435 0.0056 260 3.1491 0.0055 261 3.1546 0.0055 262 3.1601 0.0055 263 3.1657 0.0055 264 3.1712 0.0055 265 3.1767 0.0055 266 3.1821 0.0055 267 3.1876 0.0055 268 3.1931 0.0055 269 3.1985 0.0054 270 3.2039 0.0054 271 3.2094 0.0054 272 3.2148 0.0054 273 3.2202 0.0054 274 3.2256 0.0054 275 3.2310 0.0054 276 3.2363 0.0054 277 3.2417 0.0054 278 3.2470 0.0053 279 3.2524 0.0053 280 3.2577 0.0053 281 3.2630 0.0053 282 3.2683 0.0053 283 3.2736 0.0053 284 3.2789 0.0053 285 3.2842 0.0053 286 3.2895 0.0053 287 3.2947 0.0053 288 3.3000 0.0052 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0052 0.0027 0.0026 2 0.0053 0.0027 0.0026 3 0.0053 0.0027 0.0026 4 0.0053 0.0027 0.0026 5 0.0053 0.0027 0.0026 6 0.0053 •0.0027 0.0026 7 0.0053 0.0027 0.0026 8 0.0053 0.0027 0.0026 9 0.0054 0.0027 0.0026 10 0.0054 0.0027 0.0026 11 0.0054 0.0027 0.0027 12 0.0054 0.0028 0.0027 • • 13 0.0054 0.0028 0.0027 14 0.0054 0.0028 0.0027 15 0.0055 0.0028 0.0027 16 0.0055 0.0028 0.0027 17 0.0055 0.0028 0.0027 18 0.0055 0.0028 0.0027 19 0.0055 0.0028 0.0027 20 0.0055 0.0028 0.0027 21 0.0056 0.0028 0.0027 22 0.0056 0.0028 0.0027 23 0.0056 0.0029 0.0028 24 0.0056 0.0029 0.0028 25 0.0056 0.0029 0.0028 26 0.0057 0.0029 0.0028 27 0.0057 0.0029 0.0028 28 0.0057 0.0029 0.0028 29 0.0057 0.0029 0.0028 30 0.0057 0.0029 0.0028 31 0.0058 0.0029 0.0028 32 0.0058 0.0029 0.0028 33 0.0058 0.0029 0.0028 34 0.0058 0.0030 0.0029 35 0.0058 0.0030 0.0029 36 0.0058 0.0030 0.0029 37 0.0059 0.0030 0.0029 38 0.0059 0.0030 0.0029 39 0.0059 0.0030 0.0029 40 0.0059 0.0030 0.0029 41 0.0060 0.0030 0.0029 42 0.0060 0.0030 0.0029 43 0.0060 0.0031 0.0029 44 0.0060 0.0031 0.0030 45 0.0060 0.0031 0.0030 46 0.0061 0.0031 0.0030 47 0.0061 0.0031. 0.0030 48 0.0061 0.0031 0.0030 49 0.0061 0.0031 0.0030 50 0.0062 0.0031 0.0030 51 0.0062 0.0031 0.0030 52 0.0062 0.0032 0.0030 53 0.0062 0.0032 0.0031 54 0.0062 0.0032 0.0031 55 0.0063 0.0032 0.0031 56 0.0063 0.0032 0.0031 57 0.0063 0.0032 0.0031 58 0.0063 0.0032 0.0031 59 0.0064 0.0032 0.0031 60 0.0064 0.0033 0.0031 61 0.0064 0.0033 0.0032 62 0.0065 0.0033 0.0032 63 0.0065 0.0033 0.0032 64 0.0065 0.0033 0.0032 65 0.0065 0.0033 0.0032 66 0.0066 0.0033 0.0032 67 0.0066 0.0034 0.0032 68 0.0066 0.0034 0.0033 69 0.0067 0.0034 0.0033 70 0.0067 0.0034 0.0033 71 0.0067 0.0034 0.0033 72 0.0067 0.0034 0.0033 73 0.0068 0.0034 0.0033 74 0.0068 0.0035 0.0033 75 0.0068 0.0035 0.0034 • • 76 0.0069 0.0035 0.0034 77 0.0069 0.0035 0.0034 78 0.0069 0.0035 0.0034 79 0.0070 0.0035 0.0034 80 0.0070 0.0036 0.0034. 81 0.0070 0.0036 0.0035 82 0.0071 0.0036 0.0035 83 0.0071 0.0036 0.0035 84 0.0071 0.0036 0.0035 85 0.0072 0.0037 0.0035 86 0.0072 0.0037 0.0035 87 0.0072 0.0037 0.0036 88 0.0073 0.0037 0.0036 89 0.0073 0.0037 0.0036 90 0.0073 0.0037 0.0036 91 0.0074 0.0038 0.0036 92 0.0074 0.0038 0.0036 93 0.0075 0.0038 0.0037 94 0.0075 0.0038 0.0037 95 0.0076 0.0038 0.0037 96 0.0076 0.0039 0.0037 97 0.0077 0.0039 0.0038 98 0.0077 0.0039 0.0038 99 0.0077 0.0039 0.0038 100 0.0078 0.0040 0.0038 101 0.0078 0.0040 0.0038 102 0.0079 0.0040 0.0039 103 0.0079 0.0040 0.0039 104 0.0080 0.0040 0.0039 105 0.0080 0.0041 0.0039 106 0.0081 0.0041 0.0040 107 0.0081 0.0041 0.0040 108 0.0082 0.0042 0.0040 109 0.0082 0.0042 0.0040 110 0.0083 0.0042 0.0041 111 0.0083 0.0042 0.0041 112 0.0084 0.0043 0.0041 113 0.0084 0.0043 0.0041 114 0.0085 0.0043 0.0042 115 0.0086 0.0044 0.0042 116 0.0086 0.0044 0.0042 117 0.0087 0.0044 0.0043 118 0.0087 0.0044 0.0043 119 0.0088 0.0045 0.0043 120 0.0089 0.0045 0.0044 121 0.0089 0.0046 0.0044 122 0.0090 0.0046 0.0044 123 0.0091 0.0046 0.0045 124 0.0091 0.0046 0.0045 125 0.0092 0.0047 0.0045 126 0.0093 0.0047 0.0046 127 0.0094 0.0048 0.0046 128 0.0094 0.0048 0.0046 129 0.0095 0.0049 0.0047 130 0.0096 0.0049 0.0047 131 0.0097 0.0049 0.0048 132 0.0098 0.0050 0.0048 133 0.0099 0.0050 0.0049 134 0.0099 0.0051 0.0049 135 0.0101 0.0051 0.0049 136 0.0101 0.0052 0.0050 137 0.0103 0.0052 0.0050 138 0.0103 0.0053 0.0051 • 139 0.0105 0.0053 0.0051 140 0.0105 0.0054 0.0052 141 0.0107 0.0054 0.0052 142 0.0108 0.0055 0.0053 143 0.0109 0.0056 0.0054 144 0.0110 0.0056 0.0054 145 0.0140 0.0071 0.0069 146 0.0141 0.0072 0.0069 147 0.0143 0.0073 0.0070 148 0.0144 0.0073 0.0071 149 0.0146 0.0074 0.0072 150 0.0147 0.0075 0.0072 151 0.0149 0.0076 0.0073 152 0.0150 0.0076 0.0074 153 0.0152 0.0077 0.0075 154 0.0153 0.0078 0.0075 155 0.0155 0.0079 0.0076 156 0.0156 0.0080 0.0077 157 0.0159 0.0081 0.0078 158 0.0160 0.0081 0.0079 159 0.0163 0.0083 0.0080 160 0.0164 0.0083 0.0081 161 0.0167 0.0085 0.0082 162 0.0169 0.0086 0.0083 163 0.0172 0.0087 0.0084 164 0.0173 0.0088 0.0085 165 0.0177 0.0090 0.0087 166 --0.0179 0.0091 0.0088 167 0.0183 0.0093 0.0090 168 0.0185 0.0094 0.0091 169 0.0189 0.0096 0.0093 170 0.0191 0.0097 0.0094 171 0.0196 0.0100 0.0096 172 0.0199 0.0101 0.0098 173 0.0204 0.0104 0.0100 174 0.0207 0.0106 0.0102 175 0.0214 0.0109 0.0105 176 0.0217 0.0111 0.0107 177 0.0225 0.0115 0.0111 178 0.0229 0.0117 0.0113 179 0.0239 0.0121 0.0117 180 0.0244 0.0124 0.0120 181 0.0255 0.0130 0.0125 182 0.0262 0.0133 0.0128 183 0.0276 0.0141 0.0136 184 0.0285 0.0145 0.0140 185 0.0213 0.0108 0.0105 186 0.0225 0.0115 0.0111 187 0.0256 0.0130 0.0126 188 0.0276 0.0140 0.0135 189 0.0332 0.0169 0.0163 190 0.0375 0.0191 0.0184 191 0.0536 0.0273 0.0263 192 0.0737 0.0328 0.0409 193 0.2307 0.0328 0.1979 194 0.0437 0.0222 0.0214 195 0.0300 0.0153 0.0148 196 0.0239 0.0122 0.0117 197 0.0294 0.0150 0.0145 198 0.0269 0.0137 0.0132 199 0.0249 0.0127 0.0122 200 0.0234 0.0119 0.0115 201 0.0221 0.0113 0.0109 • 202 0.0211 0.0107 0.0103 203 0.0202 0.0103 0.0099 204 0.0194 0.0099 0.0095 205 0.0187 0.0095 0.0092 206 0.0181 0.0092 0.0089 207 0.0175 0.0089 0.0086 208 0.0170 0.0087 0.0084 209 0.0166 0.0084 0.0081 210 0.0161 0.0082 0.0079 211 0.0158 0.0080 0.0077 212 0.0154 0.0078 0.0076 213 0.0151 0.0077 0.0074 214 0.0148 0.0075 0.0073 215 0.0145 0.0074 0.0071 216 0.0142 0.0072 0.0070 217 0.0111 0.0056 0.0054 218 0.0108 0.0055 0.0053 219 0.0106 0.0054 0.0052 220 0.0104 0.0053 0.0051 221 0.0102 0.0052 0.0050 222 0.0100 0.0051 0.0049 223 0.0098 0.0050 0.0048 224 0.0097 0.0049 0.0047 225 0.0095 0.0048 0.0047 226 0.0093 0.0047 0.0046 227 0.0092 0.0047 0.0045 228 0.0090 0.0046 0.0044 229 0.0089 0.0045 0.0044 230 0.0088 0.0045 0.0043 231 0.0086 0.0044 0.0042 232 0.0085 0.0043 0.0042 233 0.0084 0.0043 0.0041 234 0.0083 0.0042 0.0041 235 0.0082 0.0042 0.0040 236 0.0081 0.0041 0.0040 237 0.0080 0.0041 0.0039 238 0.0079 0.0040 0.0039 239 0.0078 0.0040 0.0038 240 0.0077 0.0039 0.0038 241 0.0076 0.0039 0.0037 242 0.0075 0.0038 0.0037 243 0.0075 0.0038 0.0037 244 0.0074 0.0038 0.0036 245 0.0073 0.0037 0.0036 246 0.0072 0.0037 0.0035 247 0.0072 0.0036 0.0035 248 0.0071 0.0036 0.0035 249 0.0070 0.0036 0.0034 250 0.0069 0.0035 0.0034 251 0.0069 0.0035 0.0034 252 0.0068 0.0035 0.0033 253 0.0068 0.0034 0.0033 254 0.0067 0.0034 0.0033 255 0.0066 0.0034 0.0033 256 0.0066 0.0033 0.0032 257 0.0065 0.0033 0.0032 258 0.0065 0.0033 0.0032 259 0.0064 0.0033 0.0032 260 0.0064 0.0032 0.0031 261 0.0063 0.0032 0.0031 262 0.0063 0.0032 0.0031 263 0.0062 0.0032 0.0031 264 0.0062 0.0031 0.0030 • 265 0.0061 0.0031 0.0030 266 0.0061 0.0031 0.0030 267 0.0060 0.0031 0.0030 268 0.0060 0.0030 0.0029 269 0.0059 0.0030 0.0029 270 0.0059 0.0030 0.0029 271 0.0059 0.0030 0.0029 272 0.0058 0.0030 0.0029 273 0.0058 0.0029 0.0028 274 0.0057 0.0029 0.0028 275 0.0057 0.0029 0.0028 276 0.0057 0.0029 0.0028 277 0.0056 0.0029 0.0028 278 0.0056 0.0028 0.0027 279 0.0056 0.0028 0.0027 280 0.0055 0.0028 0.0027 281 0.0055 0.0028 0.0027 282 0.0055 0.0028 0.0027 283 0.0054 0.0028 0.0027 284 0.0054 0.0027 0.0026 285 0.0054 0.0027 0.0026 286 0.0053 0.0027 0.0026 287 0.0053 0.0027 0.0026 288 0.0053 0.0027 0.0026 Total soil rain loss = 1.59(In) Total effective rainfall = 1.71(In) Peak flow rate in flood hydrograph = 8.70(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydro g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0001 0.01 Q 0+10 0.0005 0.06 Q 0+15 0.0015 0.15 Q 0+20 0.0030 0.21 Q 0+25 0.0047 0.24 Q 0+30 0.0064 0.25 Q 0+35 0.0081 0.25 Q 0+40 0.0098 0.25 VQ 0+45 0.0116 0.25 VQ 0+50 0.0133 0.25 VQ 0+55 0.0151 0.25 VQ 1+ 0 0.0168 0.26 VQ 1+ 5 0.0186 0.26 VQ 1+10 0.0204 0.26 VQ 1+15 0.0221 0.26 VQ 1+20 0.0239 0.26 VQ 1+25 0.0257 0.26 VQ 1+30 0.0275 0.26 VQ 1+35 0.0293 0.26 Q 1+40 0.0311 0.26 Q 1+45 0.0329 0.26 Q 1+50 0.0347 0.26 Q 1+55 0.0366 0.26 Q 2+ 0 0.0384 0.27 Q • 2+ 5 0.0402 0.27 Q 2+10 0.0421 0.27 Q 2+15 0.0439 0.27 Q 2+20 0.0457 0.27 Q 2+25 0.0476 0.27 Q 2+30 0.0495 0.27 Q 2+35 0.0513 0.27 Q 2+40 0.0532 0.27 Q 2+45 0.0551 0.27 Q 2+50 0.0570 0.27 Q 2+55 0.0589 0.27 QV 3+ 0 0.0608 0.28 QV 3+ 5 0.0627 0.28 QV 3+10 0.0646 0.28 QV 3+15 0.0665 0.28 QV 3+20 0.0684 0.28 QV 3+25 0.0704 0.28 QV 3+30 0.0723 0.28 QV, 3+35 0.0743 0.28 QV 3+40 0.0762 0.28 QV 3+45 0.0782 0.28 QV 3+50 0.0801 0.29 QV 3+55 0.0821 0.29 QV 4+ 0 0.0841 0.29 QV 4+ 5 0.0861 0.29 Q V 4+10 0.0881 0.29 Q V 4+15 0.0901 0.29 Q V 4+20 0.0921 0.29 Q V 4+25 0.0941 0.29 Q V 4+30 0.0961 0.29 Q V 4+35 0.0982 0.30 Q V 4+40 0.1002 0.30 Q V 4+45 0.1023 0.30 Q V 4+50 0.1043 0.30 Q V 4+55 0.1064 0.30 Q V 5+ 0 0.1085 0.30 Q V 5+ 5 0.1106 0.30 Q V 5+10 0.1127 0.30 Q V 5+15 0.1148 0.31 Q V 5+20 0.1169 0.31 Q V 5+25 0.1190 0.31 Q V 5+30 0.1211 0.31 Q V 5+35 0.1232 0.31 Q V 5+40 0.1254 .0.31 Q V 5+45 0.1275 0.31 Q V 5+50 0.1297 0.31 Q V 5+55 0.1319 0.32 Q V 6+ 0 0.1341 0.32 Q V 6+ 5 0.1363 0.32 Q V 6+10 0.1385 0.32 Q V 6+15 0.1407 0.32 Q V 6+20 0.1429 0.32 Q V 6+25 0.1451 0.32 Q V 6+30 0.1474 0.33 Q V 6+35 0.1496 0.33 Q V 6+40 0.1519 0.33 Q V 6+45 0.1542 0.33 Q V 6+50 0.1565 0.33 Q V 6+55 0.1588 0.33 Q V 7+ 0 0.1611 0.34 Q V 7+ 5 0.1634 0.34 Q V 7+10 0.1657 0.34 Q V 7+15 0.1681 0.34 Q V • • 7+20 0.1704 0.34 Q V 7+25 0.1728 0.34 Q V 7+30 0.1752 0.35 Q V 7+35 0.1775 0.35 Q V 7+40 0.1800 0.35 Q V 7+45 0.1824 0.35 Q V 7+50 0.1848 0.35 Q V 7+55 0.1872 0.35 Q V 8+ 0 0.1897 0.36 Q V 8+ 5 0.1922 0.36 Q V 8+10 0.1947 0.36 Q V 8+15 0.1971 0.36 Q V 8+20 0.1997 0.36 Q V 8+25 0.2022 0.37 Q V 8+30 0.2047 0.37 Q V 8+35 0.2073 0.37 Q V 8+40 0.2099 0.37 Q V 8+45 0.2124 0.38 Q V 8+50 0.2150 0.38 Q V 8+55 0.2177 0.38 Q V 9+ 0 0.2203 0.38 Q V 9+ 5 0.2229 0.38 Q V 9+10 0.2256 0.39 Q V 9+15 0.2283 0.39 Q V 9+20 0.2310 0.39 Q V 9+25 0.2337 0.39 Q V 9+30 0.2365 0.40 Q V 9+35 0.2392 0.40 Q V 9+40 0.2420 0.40 Q V 9+45 0.2448 0.41 Q V 9+50 0.2476 0.41 Q V 9+55 0.2504 0.41 Q V 10+ 0 0.2533 0.41 Q V 10+ 5 0.2562 0.42 Q V 10+10 0.2591 0.42 Q V 10+15 0.2620 0.42 Q V 10+20 0.2649 0.43 Q V 10+25 0.2679 0.43 Q V 10+30 0.2709 0.43 Q V 10+35 0.2739 0.44 Q V 10+40 0.2769 0.44 Q V 10+45 0.2800 0.44 Q V 10+50 0.2830 0.45 Q V 10+55 0.2862 0.45 Q 11+ 0 0.2893 0.46 Q 11+ 5 0.2925 0.46 Q 11+10 0.2957 0.46 Q 11+15 0.2989 0.47 Q 11+20 0.3021 0.47 Q 11+25 0.3054 0.48 Q 11+30 0.3087 0.48 Q 11+35 0.3121 0.49 Q 11+40 0.3154 0.49 Q 11+45 0.3188 0.50 Q 11+50 0.3223 0.50 Q 11+55 0.3258 0.51 Q 12+ 0 0.3293 0.51 Q 12+ 5 0.3329 0.52 Q 12+10 0.3367 0.56 Q 12+15 0.3409 0.61 Q 12+20 0.3454 0.65 Q 12+25 0.3500 0.67 Q 12+30 0.3547 0.68 Q V V V V V V V V V V V 12+35 0.3594 0.69 Q V 12+40 0.3642 0.70 Q V 12+45 0.3691 0.70 Q V 12+50 0.3740 0.71 Q V 12+55 0.3789 0.72 Q V 13+ 0 0.3839 0.73 Q V 13+ 5 0.3890 0.73 Q V 13+10 0.3941 0.74 Q V 13+15 0.3992 0.75 Q V 13+20 0.4045 0.76 Q V 13+25 0.4098 0.77 Q V 13+30 0.4151 0.78 Q V 13+35. 0.4206 0.79 Q V 13+40 0.4261 0.80 Q V 13+45 0.4317 0.81 Q V 13+50 0.4373 0.82 Q V 13+55 0.4431 0.83 Q V 14+ 0 0.4489 0.85 Q V 14+ 5 0.4548 0.86 Q V 14+10 0.4609 0.88 Q V 14+15 0.4670 0.89 Q V 14+20 0.4733 0.91 Q V 14+25 0.4796 0.92 Q V 14+30 0.4861 0.94 Q V 14+35 0.4927 0.96 Q V 14+40 0.4995 0.98 Q V 14+45 0.5065 1.01 Q V 14+50 0.5136 1.03' Q V 14+55 0.5208 1.06 Q V 15+ 0 0.5283 1.09 Q V 15+ 5 0.5360 1.12 Q V 15+10 0.5440 1.16 Q V 15+15 0.5522 1.20 Q V 15+20 0.5608 1.24 Q V 15+25 0.5696 1.27 Q V 15+30 0.5781 1.24 Q 15+35 0.5861 1.15 Q 15+40 0.5939 1.13 Q 15+45 0.6021 1.20 Q 15+50 0.6113 1.33 Q 15+55 0.6219 1.54 Q 16+ 0 0.6350 1.90 Q 16+ 5 0.6566 3.14 Q 16+10 0.7009 6.43 16+15 0.7608 8.70 16+20 0.8039 6.25 16+25 0.8267 3.32 Q 16+30 0.8402 1.96 Q 16+35 0.8506 1.50 Q 16+40 0.8604 1.43 Q 16+45 0.8688 1.21 Q 16+50 0.8767 1.14 Q 16+55 0.8841 1.08 Q 17+ 0 0.8911 1.02 Q 17+ 5 0.8978 0.98 Q 17+10 0.9043 0.94 Q 17+15 0.9105 0.90 Q 17+20 0.9165 0.87 Q 17+25 0.9223 0.84 Q 17+30 0.9279 0.82 Q 17+35 0.9334 0.79 Q 17+40 0.9387 0.77 Q 17+45 0.9439 0.76 Q V V V V V V VQ V Q V V V V V V V V V V V V V V V 17+50 0.9490 0.74 Q 17+55 0.9540 0.72 Q 18+ 0 0.9588 0.71 Q 18+ 5 0.9636 0.69 Q 18+10 0.9680 0.65 Q 18+15 0.9720 0.58 Q 18+20 0.9758 0.54 Q 18+25 0.9793 0.51 Q 18+30 0.9827 0.50 Q 18+35 0.9861 0.49 Q 18+40 0.9894 0.48 Q 18+45 0.9926 0.47 Q 18+50 0.9958 0.46 Q 18+55 0.9989 0.45 Q 19+ 0 1.0020 0.45 Q 19+ 5 1.0050 0.44 Q 19+10 1.0080 0.43 Q 19+15 1.0109 0.43 Q 19+20 1.0138 0.42 Q 19+25 1.0167 0.41 Q 19+30 1.0195 0.41 Q 19+35 1.0222 0.40 Q 19+40 1.0250 0.40 Q 19+45 1.0277 0.39 Q 19+50 1.0303 0.39 Q 19+55 1.0330 0.38 Q 20+ 0 1.0355 0.38 Q 20+ 5 1.0381 0.37 Q 20+10 1.0406 0.37 Q 20+15 1.0431 0.36 Q 20+20 , 1.0456 0.36 Q 20+25 1.0481 0.36 Q 20+30 1.0505 0.35 Q 20+35 1.0529 0.35 Q 20+40 1.0553 0.34 Q 20+45 1.0576 0.34 Q 20+50 1.0599 0.34 Q 20+55 1.0622 0.33 Q 21+ 0 1.0645 0.33 Q 21+ 5 1.0668 0.33 Q 21+10 1.0690 0.32 Q 21+15 1.0712 0.32 Q 21+20 1.0734 0.32 Q 21+25 1.0756 0.32 Q 21+30 1.0778 0.31 Q 21+35 1.0799 0.31 Q 21+40 1.0820 0.31 Q 21+45 1.0841 0.31 Q 21+50 1.0862 0.30 Q 21+55 1.0883 0.30 Q 22+ 0 1.0904 0.30 Q 22+ 5 1.0924 0.30 Q 22+10 1.0944 0.29 Q 22+15 1.0964 0.29 Q 22+20 1.0984 0.29 Q 22+25 1.1004 0.29 Q 22+30 1.1024 0.29 Q 22+35 1.1043 0.28 Q 22+40 1.1063 0.28 Q 22+45 1.1082 0.28 Q 22+50 1.1101 0.28 Q 22+55 1.1120 0.28 Q 23+ 0 1.1139 0.27 Q 23+ 5 1.1157 0.27 Q 23+10 1.1176 0.27 Q 23+15 1.1194 0.27 Q 23+20 1.1213 0.27 Q 23+25 1.1231 0.26 Q 23+30 1.1249 0.26 Q 23+35 1.1267 0.26 Q 23+40 1.1285 0.26 Q 23+45 1.1303 0.26 Q 23+50 1.1321 0.26 Q 23+55 1.1338 0.26 Q 24+ 0 1.1356 0.25 Q • V V V V V V V V V V V V • Developed Condition- 100, 25, 10, 2 Year Storm Event Basin I / Line "C" • Detention Basin Routing Input Parameters: • • Lime I Tract 17885 Detention Basin Volume Table Total Depth Elevation Elevation Area (sf) Average Area (sf) Depth (ft) Volume (cf) Volume (ac-ft) 0.0 1275.0 9,620 10,535 1.0 10,535 0.24 1.0 1276.0 11,450 12,438 1.0 12,438 0.29 2.0 1277.0 13,426 14,464 1.0 14,464 0.33 3.0 1278.0 15,502 16,618 1.0 16,618 0.38 4.0 1279.0 17,734 Detention 18,998 1.0 18,998 0.44 5.0 1280.0 20,262 21,616 1.0 21,616 0.50 6.0 1281.0 22,969 24,401 1.0 24,401 0.56 7.0 1282.0 25,832 27,290 1.0 27,290 0.63 8.0 1283.0 28,749 30,193 1.0 30,193 0.69 9.0 1284.0 31,637 33,103 1.0 33,103 0.76 10.0 1285.0 34,569 36,064 1.0 36,064 0.83 11.0 1286.0 37,558 39,162 1.0 39,162 0.90 12.0 1287.0 40,766 Total 261,908 6.01 ALLARD ENGINEERING civil engineering • land surveying • land 'planning Fontana • Victorville 8253 Sierra Ave. • Fontana, CA 92335 Ph. (909) 356-1815 • Fax (909) 356-1795 • www.allardeng.com SHEET \ OF DATE DESCRIPTION O R 1 F'1 c. S tAi g...I 2 li 14 i,c .A.LM 1 o fJ JOB# DESIGNED BY APPROVED Ea=_tr. 1.,,r . of— s 64-a t2G-E:L ... Q. ,Co 2 l� x.4 5 rr t.a k I S'4-4 E6.- t Z o ► L. • • s Orifices Elevation Basin Depth Orifice Depth Flow 1280 1 0.5 4.6 1281 2 1.5 7.3 1282 3 2.5 9.4 1283 4 3.5 11.2 1284 5 4.5 12.7 1285 6 5.5 14.0 1286 7 6.5 15.2 Weir Elevation Basin Depth Weir Depth Flow Ce He 1283 4 1 3.1 3.44 1.004 1284 5 2 5.2 3.66 2.004 1285 6 .3 7.3 3.88 3.004 1286 7 4 9.3 4.1 4.004 Total Basin outlet flow Elevation Basin Depth Flow 1280 1 4.6 1281 2 7.3 • 1282 3 9.4 1283 4 14.3 1284 5 17.9 1285 6 21.3 1286 7 24.5 S �. Rny � 7 �°¢v pg � �� Y».=' -i�' �i3•'t - � � "�R;,i `xi. Sd f{�i 3 — i �U kt� kzc `rej tSd fit H6 tUa�l- ;�;r, a F x:�t c xq . f ! 1 �`'�%t � �""N " S$, � x {)5'5. ��$' k�.f �6d P��k�S",{"SSi�✓..'rvY��"t u�r y Y. gr ht cat.�a,� 7Rx d a z 7x 3 F x: �` d 'r' FTt�h 7, 4. "�" 'G,s 4 A.{/ i'•P�," li f rf i 'Sy 2 lfZ f RJ it4 "{i3Xh yh S}� ".., i,I }•.yy�"F 3r�.5'' �„e"s{ i a E r y' b`�'s t i %aq. n �sf cx. ,�„ysi e { 1i.b..,,y.�(£,� fS.l Af lri a4J'k- u�^� ifs _ a,3��+e1 {�4 •5'�) '}}f Y 'f "1' G ✓ .visa r { 1 a a' a ru r{'s"'kAihJ'° x�i3` �1k �," Y'4' Mi, S %yr eyY } F. Gi4'ii i•` i }• '�"'� • A • • • FILE: outlet.WSW Station L/Elem ********* 1006.180 8.300 1014.480 5.087 1019.567 5.527 1025.094 4.289 1029.383 3.443 1032.826 2.827 Invert Elev Ch Slope **.******* 1272.240 .1398 1273.400 .1399 1274.112 .1399 1274.885 .1399 1275.485 .1399 1275.967 .1399 1035.654 1276.362 2.357 .1399 1038.011 1276.692 1.988 .1399 1039.999 1276.970 1.689 .1399 W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput Depth (FT) ******** Water Elev ********* .549 1272.789 .566 1273.966 .579 1274.691 .599 1275.484 .620 1276.105 .642 1276.609 .665 1277.027 .688 1277.380 .713 1277.683 Q (CFS) ********* 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Vel Vel (FPS) Head SF Ave *******1******* 17.12 16.43 15.90 15.16 14.46 - -I- 13.79 13.14 12.53 11.95 4.55 .0979 4.19 .0882 3.93 .0790 3.57 .0691 3.25 .0605 2.95 .0530 2.68 .0465 2.44 .0407 2.22 Energy Grd.E1. HF ********* 1277.34 .81 1278.16 .45 1278.62 .44 1279.06 .30 1279.35 .21 1279.56 .15 1279.71 .11 1279.82 .08 1279.90 .0357 .06 Super Elev S- E Dpth ******* .00 .55 .34 .90 .32 .90 .29 .89 .27 .89 .24 .89 .22 .89 .21 .89 .19 .90 CriticallFlow Top Depth 1 Width Froude NlNorm Dp ********1******** 1.24 1.79 4.82 .51 1.24 1.80 4.55 .51 i 1.24 1.81 4.35 .51 1.24 1.83 4.07 .51 1.24 1.85 3.80 .51 1.24 1.87 3.56 .51 1.24 1.88 3.33 .51 1.24 1.90 3.11 .51 1.24 1.92 2.91 .51 Height/ Dia.-FT "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 ******** Base Wt No Wth or I.D. ZL Prs/Pip X-Fall ZR Type Ch ******* ***** ******* .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE • • FILE: outlet.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1041.688 1277.207 1.443 .1399 1043.131 1.236 1044.367 1.058 1045.425 .907 1046.331 .773 1047.104 .655 1047.759 .551 1277.409 .1399 1277.582 .1399 1277.730 .1399 1277.856 .1399 1277.965 .1399 1278.056 .1399 1048.310 1278.133 .457 .1399 1048.767 1278.197 .372 .1399 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput Depth (FT) ******** Water Elev ********* .738 1277.945 .765 1278.173 .792 1278.374 .821 1278.551 .851 1278.708 .883 1278.847 .915 1278.972 .950 1279.083 -I- I .986 1279.183 - -1- 4 (CFS) ********* 12.00 12.00 12.00 12.00 Vel Vel (FPS) Head - -1- - SF Ave 11.39 - -I- 10.86 10.36 - -1- 2.02 .0313 1.83 .0275 1.67 .0241 Energy Grd.El. HF ********* 1279.96. .05 1280.01 .03 1280.04 .03 9.88 1.51 1280.07 - -1- - - .0212 .02 12.00 9.42 1.38 1280.08 .0186 .01 12.00 12.00 12.00 12.00 8.98 1.25 1280.10 - -I- - - .0163 .01 8.56 1.14 1280.11 .0144 .01 8.16 1.03 1280.12 - -1- .0126 7.78 .94 .0111 .01 1280.12 .00 Super Elev SE Dpth ******* .16 .92 .14 .94 .13 .95 .12 .97 .11 .99 .10 1.02 .09 1.04 .08 1.07 CriticallFlow Top Depth I Width - -1- Froude N1Norm Dp ********1******** 1.24 1.93 -1- 2.72 .51 1.24 1.94 -1- 2.54 .51 1 1.24 1.96 -1- 2.37 .51 1.24 1.97 -1- 2.21 .51 1.24 1.98 -1- 2.07 .51 1.24 1.99 -1- 1.93 .51 1.24 1.99 -1- 1.80 .51 1 1.24 2.00 -1- 1.68 .51 1 1.24 2.00 1.56 .51 PAGE 2 Date:10-26-2012 Time: 3:40:46 Height/ Dia.-FT "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 P- IPE .00 1 . .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1049.138 1278.249 .294 1049.432 .221 1049.653 .155 1049.809 .091 1049.899 .031 1049.930 9.154 1059.084 21.946 1081.030 13.040 .1399 1278.290 .1399 1278.321 .1399 1278.343 .1399 1278.356 .1399 1278.360 .0051 1278.407 .0051 1278.520 .0046 1094.070 1278.580 25.762 .0050 Depth (FT) ******** Water Elev ********* 1.023 1279.272 1.063 1279.353 1.104 1279.426 1.148 1279.491 1.194 1279.550 1.244 1279.604 1.280 1279.687 1.280 1279.800 1.313 1279.893 Q I Vel Vel (CFS) I (FPS) Head -1- -1- I SF Ave *********I*******I******* 12.00 7.42 - -I- -1- 12.00 7.07 12.00 12.00 12.00 .85 .0098 .78 .0086 6.75 .71 .0076 6.43 .64 .0067 6.13 .58 - 1- .0060 • 12.00 5.84 .53 .0053 12.00 5.65 .50 .0051 12.00 5.65 .50 - I- .0050 12.00 5.49 .47 .0049 Energy Grd.E1. HF ********* 1280.13 .00 1280.13 .00 1280.13 .00 1280.13 .00 1280.13 .00 1280.13 .05 1280.18 .11 1280.30 .06 1280.36 .13 Super Elev SE Dpth ******* .08 1.10 .07 1.13 .06 1.17 .06 1.20 .05 1.25 .00 1.24 .00 1.28 .02 1.30 .00 1.31 CriticallFlow Top Depth 1 Width Froude NINorm Dp 1.24 2.00 1.45 .51 1 1.24 2.00 1.35 .51 1.24 1.99 -1- 1.26 .51 1.24 1.98 1.17 .51 1.24 1.96 1.08 .51 1.24 1.94 -1- 1.00 1.28 1.24 1.92 .95 1.28 1.24 1.92 .95 1.33 1.24 1.90 .90 1.29 Height/ Dia.-FT - „N " ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE • • • FILE: outlet.WSW Station L/Elem ********* Invert Elev Ch Slope ********* 1119.832 1278.709 58.038 .0050 1177.870 1279.000 WALL ENTRANCE 1177.870 1279.000 W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput Depth (FT) ******** Water Elev ********* 1.291 1280.000 1.291 1280.291 2.038 1281.038 4 (CFS) ********* 12.00 12.00 12.00 Vel Vel (FPS) Head SF Ave 5.59 .49 .0050 5.59 .59 .49 Energy Grd.E1. HF ********* 1280.49 .29 1280.76 .01 1281.04 Super Elev„ SE Dpth ******* .00 1.29 .00 .00 CriticaliFlow Top Depth I Width Froude N(Norm Dp ********1******** 1.24 1.91 .93 1.29 1.24 1.91 .35 10.00 Height/ Dia.-FT - ,'N11 ******* 2.000 .013 2.000 5.000 Base Wt or I.D. X-Fall ******* .000 700 .000 10.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 .00 1 0 .0 • FILE: outlet.WSW Station L/Elem ********* 1006.180 8.300 1014.480 1.052 1015.531 6.250 1021.781 4.883 1026.664 3.935 1030.599 3.239 1033.838 2.706 1036.545 2.284 1038.829 1.941 Invert Elev Ch Slope ********* 1272.240 .1398 1273.400 .1399 1273.547 .1399 1274.422 .1399 1275.105 .1399 1275.655 .1399 1276.109 .1399 1276.487 .1399 1276.807 .1399 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput Depth (FT) ******** Water Elev ********* Q (CFS) ********* .651 1272.891 .673 1274.073 .676 1274.223 .700 1275.122 .725 1275.830 .751 1276.406 .778 1276.867 .806 1277.293 .836 1277.642 16.00 16.00 16.00 16.00 16.00 16 00 16 00 16 00 16 00 Vel Vel I Energy (FPS) Head I Grd.E1. SF Ave' HF *******1*******1********* 18.01 5.04 1277.93 - -I- 71- .0894 .74 17.22 4.60 1278.68 .0832 .09 17.13 4.56 1278.78 .0775 .48 16.33 4.14 1279.26 .0679 .33 15.57 3.76 1279.59 .0595 .23 14.85 3.42 1279.63 .0522 .17 14.16 3.11 1280.00 -I- -I- - .0458 .12 13.50 2.83 1280.12 .0402 .09 I 12.87 2.57 1280.21 .0353 .07 Super Elev S- E Dpth ******* .00 .65 .39 CriticallFlow Top Depth I Width Froude NINorm Dp ********1******** 1.44 4.61 1.44 1.06 4.33 .38 1.44 1.06 4.30 I I .35 1.44 - -I- -I- 1.05 4.02 I I .32 1.44 1.05 3.75 I I .29 1.44 1.05 3.51 I I .27 1.44 - -I- -I- 1.05 3.28 I I .25 1.44 - -I- -I- 1.05 3.06 I I .23 1.44 - -I- 1.06 2.86 1.87 .59 1.89 .59 1.89 .59 1.91 PAGE 1 Date:10-26-2012 Time: 3:40:46 Height/ Dia.-FT "N" ******* 2.000 .013 2.000 -I - .013 2.000 .013 2.000 .59 .013 1.92 2.000 .59 .013 1.94 2.000 .59 .013 1.95 2.000 .59 .013 1.96 2.000 .59 .013 1.97 2.000 .59 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00 .00 .00 . 00 1 .0 PIPE 1 .0 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .00 1 .0 .00 PIPE .00 .00 .00 .00 . 00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 .00 PIPE • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 2 Date:10-26-2012 Time: 3:40:46 ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1040.770 1277.078 1.658 .1399 1042.428 1277.310 -i- 1.418 .1399 1043.846 1277.509 1.212 .1399 I 1045.058 1277.678 1.035 .1399 1046.093 1277.823 .879 .1399 1046.972 1277.946 .740 .1399 1047.712 1278.050 .617 .1399 i 1048.329 1278.136 .505 .1399 1048.833 1278.207 .401 .1399 Depth (FT) ******** Water Elev ********* .866 1277.945 .898 1276.209 .932 1278.441 .967 1278.645 1.004 1278.827 1.042 1278.988 1.083 1279.132 1.125 1279.261 1.170 1279.377 Q (CFS) ********* 16.00 16.00 16.00 16.00 16.00 16.00 16.00 16.00 16.00 Vel Vel (FPS) Head SF Ave 12.27 2.34 .0310 Energy Grd.El. HF ********* 1280.28 .05 11.70 2.13 1280.33 .0273 .04 11.15 - -1- 10.63 10.14 9.67 1.93 .0240 1.76 .0211 1.60 .0186 1.45 .0164 9.22 1.32 - -I- - .0145 8.79 8.38 1.20 .0128 1.09 1280.37 .03 1280.40 .02 1280.42 .02 1280.44 .01 1280.45 .01 1280.46 .01 1280.47 .0113 .00 Super Elev S- E Dpth ******* .21 1.07 .19 1.09 .17 1.10 .16 1.12 .13 1.17 .12 1.20 .11 1.23 .10 1.27 CriticallFlow Top Depth I Width Fronde NlNorm Dp 1.44 1.98 2.67 .59 1.44 1.99 2.49 .59 1.44 2.00 2.32 .59 1.44 2.00 2.16 .59 1.44 2.00 2.01 .59 1.44 2.00 1.87 .59 1.44 1.99 -I- 1.74 .59 1.44 1.98 -I- 1.62 .59 1.44 1.97 1.50 .59 Height/ Dia.-FT "N" * * * * * * * 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 .00 .00 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 1 .0 P- IPE 1 .0 .00 .00 PIPE • • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1382, WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel Energy Super CriticallFlow ToplHeight/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width IDia.-FT or I.D. ZL Prs/Pip L/Elem C- h Slope SF Ave HF S- E Dpth Froude NlNorm Dp I "N" X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******1******* ********* ******* ********1********1******* ******* ***** ******* I I 1049.235 1278.263 1.218 1279.480 16.00 7.99 .99 1280.47 .09 1.44 1.95 2.000 .000 .00 1 .0 -- -- -- -- -- -1- -- -- -- -I- -I- -- -- - .306 .1399 .0100 .00 1.30 1.39 .59 .013 .00 .00 PIPE I I 1049.541 1278.306 1.268 1279.573 16.00 7.62 .90 1280.47 .08 1.44 1.93 2.000 .000 .00 1 .0 .216 .1399 .0089 .00 1.35 1.29 .59 .013 .00 .00 P- IPE I I 1049.757 1278.336 1.322 1279.657 16.00 7.26 .82 1280.48 .07 1.44 1.89 2.000 .000 .00 1 .0 .129 .1399 .0079 .00 1.39 1.19 .59 .013 .00 .00 PIPE I I 1049.886 1278.354 1.379 1279.733 16.00 6.93 .74 1280.48 .06 1.44 1.85 2.000 .000 .00 1 .0 -- -- -- -- -- -I- -- -- -- -I- -1- -- -- - .044 .1399 .0070 .00 1.44 1.09 .59 .013 .00 .00 PIPE I I 1049.930 1278.360 1.442 1279.802 16.00 6.60 .68 1280.48 .00 1.44 1.79 2.000 .000 .00 1 .0 5.078 .0051 .0063 .03 1.44 1.00 1.61 .013 .00 .00 P- IPE I I 1055.008 1278.386 1.509 1279.895 16.00 6.29 .61 1280.51 .00 1.44 1.72 2.000 .000 .00 1 .0 -- -- -- -- -- -I- -- -- -- -1- -1- -- -- - 26.022 .0051 .0057 .15 1.51 .91 1.61 .013 .00 .00 PIPE I I 1081.030 1278.520 1.570 1280.090 16.00 6.05 .57 1280.66 .02 1.44 1.64 2.000 .000 .00 1 .0 -- -- -- -- -- -I- -- -- -- -1- -1- -- -- - 13.040 .0046 .0053 .07 1.59 .84 1.73 .013 .00 .00 PIPE I I 1094.070 1278.580 1.600 1280.180 16.00 5.94 .55 1280.73 .00 1.44 1.60 2.000 .000 .00 1 .0 -- -- -- -- -- -I- -- -- -- -1- -1- -- -- - 83.800 .0050 .0051 .43 1.60 .81 1.64 .013 .00 .00 PIPE I 1 1177.870 1279.000 1.630 1280.630 16.00 5.84 .53 1281.16 .00 1.44 1.55 2.000 .000 .00 1 .0 -- -- -- -- -- -I- -- -- - -I- -I- -- -- - Basin Routung Imput WALL ENTRANCE • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 4 Date:10-26-2012 Time: 3:40:46 ************************************************************************************************************************** ******** Station L/Elem Invert Elev C- h Slope ********* 1177.870 1279.000 Depth (FT) ******** Water Elev ********* 2.561 1281.561 4 (CFS) ********* 16.00 Vel Vel (FPS) Head SF Ave *******1******* Energy Grd.El. HF ********* .62 .01 1281.57 Super Elev SE Dpth ******* .00 Critical Depth Froude N ******** .43 Flow Top Width Norm Dp ******** 10.00 Height/IBase Wt Dia.-FTIor I.D. - "N" I X-Fall *******I******* 5.000 10.000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 0 .0 • FILE: outlet.WSW Station L/Elem ********* 1006.180 8.300 1014.480 3.397 1017.878 5.655 1023.532 4.549 1028.081 3.737 1031.818 3.117 1034.934 2.627 Invert Elev Ch Slope ********* 1272.240 .1398 1273.400 .1399 1273.875 .1399 1274.666 .1399 1275.303 .1399 1275.826 .1399 1276.262 .1399 1037.562 1276.629 2.230 .1399 1039.791 1276.941 1.900 .1399 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput Depth (FT) ******** Water Elev ********* .746 1272.986 .772 1274.172 .786 1274.661 .815 1275.481 .844 1276.147 .875 1276.701 .908 1277.170 .942 1277.571 .977 1277.919 4 (CFS) ********* 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 Vel Vel (FPS) Head SF Ave 18.74 5.45 .0838 Energy Grd.El. HF ********* 1278.44 .70 17.87 4.96 1279.13 .0759 .26 17.45 16.64 15.86 15.13 14.42 13.75 - -1- 4.73 .0689 4.30 .0605 3.91 .0532 3.55 .0467 3.23 .0411 2.94 .0361 2.67 1279.39 .39 1279.78 .28 1280.06 .20 1280.25 .15 1280.40 .11 1280.51 .08 1280.59 .0318 .06 Super Elev SE Dpth ******* .00 .75 .43 1.20 .41 1.20 . 38 1.19 ▪ 34 1.19 .31 1.19 .29 1.19 .26 1.20 .24 1.21 CriticallFlow Top Depth I Width Froude NlNorm Dp 1.61 1.93 4.44 .66 1.61 1.95 4.15 .66 1.61 1.95 -I- 4.02 .66 1.61 1.97 -I- 3.75 .66 1.61 1.98 3.50 .66 1.61 1.98 3.27 .66 1.61 1.99 - -I- 3.05 .66 1.61 2.00 2.84 .66 1.61 2.00 2.65 .66 PAGE 1 Date:10-26-2012 Time: 3:40:46 Height/ Base Wt Dia.-FT or I.D. "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 1 .0 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE • • FILE: outlet.WSW Station L/Elem ********* 1041.691 1.623 1043.314 1.384 1044.698 1.178 1045.875 .995 1046.870 .833 1047.704 .686 1048.390 .553 1048.943 .427 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 2 Date:10-26-2012 Time: 3:40:46 *************************************************************************************************************** ******** Invert Elev C- h Slope ********* 1277.207 .1399 1277.434 .1399 1277.628 .1399 1277.793 .1399 1277.932 .1399 1278.048 .1399 1278.144 .1399 1278.222 .1399 1049.369 1278.281 .306 .1399 Depth (FT) ******** Water Elev ********* 1.015 1278.222 1.054 1278.488 1.095 1278.722 1.138 1278.930 1.184 1279.115 1.232 1279.280 1.283 1279.427 1.338 1279.560 1.396 1279.678 0 (CFS) ********* 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 Vel Vel (FPS) Head SF Ave *******I******* 12.50 - -1- 11.92 - -1- 11.36 2.43 .0280 2.21 .0247 2.01 .0218 10.84 1.82 - -1- .0193 10.33 1.66 - -1- .0170 9.85 9.39 - -1- 8.96 1.51 .0151 1.37 .0134 1.25 .0119 8.54 1.13 .0106 Energy I Super Grd.El.I Elev 71- HF .ISE Dpth *********1******* 1280.65 .22 -1- .05 1.23 1280.69 -1- .03 1 1280.73 .03 1280.75 .02 .20 1.25 .18 1.27 .16 1.30 1 1280.77 .14 -1- .01 1.33 1280.79 .13 .01 1.36 1280.80 .12 -1- .01 1.40 1280.80 .10 -1- .01 1.44 1 1280.81 .09 .00 1.49 CriticalIFlow Top Depth I Width - -1- Froude NlNorm Dp 1.61 2.00 2.46 .66 1 1.61 2.00 - -1- 2.29 .66 1.61 1.99 -1- 2.13 .66 1 1.61 1.98 1.98 .66 1 1.61 1.97 -1- 1.83 .66 1 1.61 1.95 - -1- 1.70 .66 1.61 1.92 -1- 1.57 .66 1 1.61 1.88 -1- 1.45 .66 1 1.61 1.84 1.33 .66 Height/IBase Wt Dia.-FTIor I.D. - -1- "N" I X-Fall *******1******* 2.000 .000 -1- .013 2.000 .000 - -1- .013 1 2.000 .013 2.000 -1- .013 1 2.000 -1- .013 2.000 -1- .013 2.000 -1- .013 2.000 -1- .013 .00 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .000 00 - 1- .00 .00 .000 .00 -I- .00 .00 .000 .00 - 1- .00 .00 .000 .00 -1- .00 .00 1 1 2.000 .000 .00 - -1- -1- .013 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE • • FILE: outlet.WSW Station L/Elem ********* 1049.676 .188 1049.864 .066 1049.930 3.654 1053.584 16.866 1070.450 10.580 1081.030 13.040 1094.070 41.082 Invert Elev Ch Slope ********* 1278.324 .1399 1278.351 .1399 1278.360 .0051 1278.379 . 0051 1278.466 .0051 1278.520 .0046 1278.580 .0050 1135.152 1278.786 42.718 1177.870 . 0050 1279.000 WALL ENTRANCE W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput Depth (FT) ******** Water Elev ********* 1.460 1279.784 1.529 1279.879 1.606 1279.966 1.693 1280.072 1.797 1280.262 1.835 1280.355 1.887 1280.467 2.000 1280.786 2.120 1281.120 4 (CFS) ********* 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 Vel Vel (FPS) Head SF Ave 7.76 1.03 .0095 Energy Grd.El. HF ********* 1280.81 .00 .94 1280.81 .0086 .00 7.40 .85 - -I- - .0078 7.05 .77 - -1- .0071 6.72 6.63 6.51 6.37 6.37 .70 .0068 .68 .0068 .66 .0071 .63 .0076 .63 1280.82 .03 1280.84 .12 1280.96 .07 1281.04 .09 1281.13 .29 1281.42 .32 1281.75 Super Elev S- E Dpth ******* .08 1.54 .07 1.60 .00 1.61 .00 1.69 .00 1.80 .02 1.85 .00 1.89 .00 2.00 .00 PAGE 3 Date:10-26-2012 Time: 3:40:46 CriticallFlow Top Depth 1 Width Froude N1Norm Dp ********I******** 1 1.61 1.78 -1- 1.22 .66 1 1.61 1.70 1.11 .66 1.61 1.59 -1- 1.00 2.00 1.61 1.44 -1- .69 2.00 1.61 1.21 -1- .76 2.00 1.61 1.10 -1- .70 2.00 1.61 .92 .63 2.00 1.61 .00 .00 2.00 1.61 .00 -1- Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 2.000 .000 .013 .00 2.000 .013 2.000 .013 2.000 .013 2.000 .000 .00 .000 .00 .000 .00 .000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 • • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput ************************************************************************************************************************** Station L/Elem ********* 1177.870 Invert Elev Ch Slope ********* 1279.000 Depth (FT) ******** Water Elev ********* 2.866 1281.866 4 (CFS) ********* 20.00 Vel Vel (FPS) Head SF Ave *******1******* .70 .01 Energy Grd.E1. HF ********* 1281.87 Super Elev SE Dpth ******* .00 CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** .50 10.00 Height/ Dia.-FT „N" ******* 5.000 Base Wt or I.D. X-Fall ******* 10.000 ZL ZR ***** .00 ******* No Wth Prs/Pip Type Ch * ***** 0 .0 s • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput ************************************************************************************************************************** Station L/Elem ********* 1006.180 .049 Invert Elev C- h Slope ********* 1272.240 .1398 1006.229 1272.247 8.251 .1398 1014.480 1273.400 4.861 .1399 1019.341 1274.080 5.416 .1399 1024.757 1274.838 4.420 .1399 1029.177 1275.456 3.667 .1399 1032.844 1275.969 3.079 1035.924 2.605 .1399 1276.400 .1399 1038.529 1276.765 2.214 .1399 Depth (FT) ******** Water Elev ********* .835 1273.075 .835 1273.082 .866 1274.266 .889 1274.969 .922 1275.760 .957 1276.413 .993 1276.962 1.031 1277.431 1.071 1277.836 4 (CFS) ********* 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 Vel Vel (FPS) Head SF Ave 19.32 5.80 .0848 19.32 - -1- 18.42 17.78 5.79 .0796 5.27 .0711 4.91 .0636 Energy Grd.El. HF ********* 1278.87 .00 1278.88 .66 1279.53 .35 1279.88 .34 16.95 4.46 1280.22 - -I- - - .0559 .25 16.17 15.41 4.06 .0492 3.69 .0433 14.70 3.35 - -1- .0382 14.01 3.05 .0337 1280.47 .18 1280.65 .13 1280.78 .10 1280.88 .07 Super Elev SE Dpth ******* .00 .83 .00 .84 .46 1.33 .43 1.32 .40 1.32 .36 1.32 .33 1.32 .30 1.33 .27 1.34 CriticallFlow Top Depth I Width Froude NINorm Dp ********1******** 1 1.73 1.97 -1- 4.29 .73 1.73 1.97 - -I- 4.29. .73 1.73 1.98 4.00 .73 1.73 1.99 3.80 .73 1.73 1.99 3.55 .73 1.73 2.00 -1- 3.31 .73 1.73 2.00 -1- 3.08 .73 1.73 2.00 2.87 .73 1.73 1.99 2.66 .73 Height/ Dia.-FT - "N" * * * * * * * 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 ZL ZR ***** .00 .00 .000 .00 .00 .00 1 .000 .00 - -1- .00 .00 .000 .00 - -1- .00 .00 1 .000 .00 .00 .00 .000 .00 - -1- .00 .00 .000 .00 - -1- .00 .00 1 .000 .00 - -1- .00 .00 .000 .00 - -1- .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 2 Date:10-26-2012 Time: 3:40:46 ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1040.742 1277.074 1.886 .1399 1042.628 1277.338 1.604 .1399 1044.232 1277.563 1.361 .1399 1045.593 1277.753 1.145 .1399 1046.738 .952 1047.691 .776 1048.467 .611 1049.079 .453 1049.531 .290 1277.913 .1399 1278.047 .1399 1278.155 .1399 1278.241 .1399 1278.304 .1399 Depth (FT) ******** Water Elev ********* 1.113 1278.187 1.157 1278.495 1.204 1278.767 1.254 1279.007 1.306 1279.219 1.363 1279.409 1.423 1279.578 1.489 1279.729 1.561 1279.865 4 (CFS) ********* 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 Vel Vel (FPS) Head - -1- - SF Ave *******I******* 13.36 - -1- 2.77 .0297 12.74 2.52 .0263 Energy Grd.E1. HF ********* 1280.96 .06 1281.02 .04 12.15 2.29 1281.06 .0233 .03 11.58 2.08 1281.09 - -1- - - .0206 .02 11.04 1.89 1281.11 - -1- - - .0183 .02 10.53 1.72 1281.13 - -1- - - .0163 .01 10.04 1.56 .0146 9.57 1.42 .0131 1.29 .0118 1281.14 .01 1281.15 .01 Super Elev SE Dpth ******* .24 1.36 .22 1.38 .20 1.40 .18 1.43 .16 1.47 .14 1.51 .13 1.55 .11 1.60 1 1281.16 .10 -1- .00 1.66 CriticallFlow Top Depth I Width - -1- Froude NINorm Dp ********I******** 1 1.73 1.99 -1- 2.48 .73 1 1.73 1.98 -1- 2.30 .73 1 1.73 1.96 2.13 .73 1 1.73 1.93 -1- 1.97 .73 1 1.73 1.90 -1- 1.82 .73 1 1.73 1.86 -1- 1.68 .73 1 1.73 1.81 1.54 .73 1 1.73 1.75 -1 1.41 .73 1 1.73 1.66 -1- 1.28 .73 Height/ Dia.-FT "Nn ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 ZL ZR ***** .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 3 Date:10-26-2012 Time: 3:40:46 ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev. C- h Slope ********* 1049.821 1278.345 .109 .1399 1049.930 1278.360 3.963 .0051 1053.893 1278.380 16.848 1070.741 10.289 .0051 1278.467 .0051 1081.030 1278.520 13.040 .0046 1094.070 1278.580 83.800 .0050 1177.870 1279.000 WALL ENTRANCE 1 1177.870 1279.000 -1- Depth (FT) ******** Water Elev ********* 1.641 1279.986 1.735 1280.095 1.851 1280.231 2.000 1280.467 4 (CFS) ********* 24.00 24.00 24.00 24.00 2.063 1280.583 24.00 2.228 1280.807 2.751 1281.751 24.00 24.00 3.830 1282.830 24.00 Vel Vel (FPS) Head - -1- SF Ave *******1******* Energy Grd.El. HF 8.70 1.18 1281.16 - -1- - - .0108 .00 8.29 - -1- 1.07 1281.16 .0100 .04 7.91 .97 1281.20 - -1- - - - .0102 .17 7.64 .91 1281.37 - -1- - - - .0109 .11 7.64 - -1- .91 .0113 1281.49 .15 7.64 .91 1281.71 - -1- .0113 7.64 - -1- .63 .91 .94 1282.66 .01 1282.84 Super Elev SE Dpth ******* .08 1.72 .00 1.73 .00 1.85 .00 2.00 .00 .00 .00 2.23 .00 .00 CriticaljFlow Top Depth I Width Froude NJNorm Dp ********1******** 1 1.73 1.54 -1- 1.14 .73 1 1.73 1.36 1.00 2.00 1 1.73 1.05 -1- .82 2.00 1.73 .00 - -1- .00 2.00 1.73 .00 -1- .00 2.00 1.73 .00 -I- .00 2.00 1 1.73 .00 1 .56 10.00 -1- Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 10.000 ZL ZR ***** .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 0 .0 • • • FILE: outlet.WSW Station L/Elem ********* 1006.180 .000 1006.180 8.300 1014.480 5.939 1020.419 5.355 1025.774 4.405 1030.179 3.674 1033.853 3.093 1036.947 2.619 Invert Elev C- h Slope ********* 1272.240 .1398 1272.240 .1398 1273.400 .1399 1274.231 .1399 1274.980 .1399 1275.597 .1399 1276.111 .1399 1276.543 .1399 1039.565 1276.910 2.223 .1399 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput Depth (FT) ******** Water Elev ********* .920 1273.160 .920 1273.160 .954 1274.354 .987 1275.218 1.024 1276.005 1.064 1276.661 1.106 1277.216 1.149 1277.693 1.196 1278.105 4 (CFS) ********* 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 Vel Vel I Energy (FPS) Head I Grd.E1. - -I- -I- SF Ave' HF *******I*******1********* 19.85 6.12 1279.28 .0818 .00 19.85 6.12 1279.28 .0769 .64 18.93 5.56 1279.92 .0680 .40 18.13 5.10 1280.32 .0603 .32 17.29 4.64 1280.65 .0531 .23 16.48 4.22 1280.88 .0469 .17 15.72 3.84 1281.05 .0414 .13 14.98 3.49 1281.18 .0366 .10 14.29 3.17 1281.28 .0323 .07 Super Elev SE Dpth ******* .00 .92 .00 .92 .49 1.45 .45 1.44 .41 1.44 .37 1.44 .34 1.44 .31 1.46 .28 1.47 CriticaljFlow Top Depth I Width Froude NINorm Dp ********1******** 1.83 1.99 4.16 .79 1.83 1.99 4.16 .79 1.83 2.00 3.88 .79 1.83 2.00 3.64 .79 1.83 2.00 3.38 .79 1.83 2.00 3.15 .79 1.83 1.99 2.93 .79 1.83 1.98 2.72 .79 1.83 1.96 2.52 .79 PAGE 1 Date:10-26-2012 Time: 3:40:46 Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 .00 .00 .000 .00 .00 .000 .00 .000 .00 .00 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE • • FILE: outlet.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1041.789 1277.221 1.885 .1399 1043.674 1277.485 1.595 .1399 1045.269 1277.708 1.337 1046.606 1.104 1047.710 .890 1048.600 .679 1049.279 .461 1049.740 .190 .1399 1277.895 .1399 1278.049 .1399 1278.174 .1399 1278.269 .1399 1278.333 .1399 1049.930 1278.360 7.141 .0051 W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Imput Depth (FT) ******** Water Elev ********* 1.245 1278.466 1.297 1278.781 1.353 1279.060 1.412 1279.307 1.477 1279.526 1.548 1279.721 1.626 1279.895 1.716 1280.050 1.828 1280.188 4 (CFS) ********* 28.00 28.00 28.00 28.00 28.00 28.00 28.00 Vel Vel (FPS) Head SF Ave *******1******* 13.62 12.99 - -1- 2.88 .0287 2.62 .0255 12.38 2.38 .0227 2.16 .0202 Energy Grd.E1. HF ********* 1281.35 .05 1281.40 .04 1281.44 .03 1281.47 .02 11.26 1.97 1281.49 .0181 .02 10.73 1.79 1281.51 .0164 .01 10.23 -1- 28.00 9.76 28.00 9.30 - -1- -1- 1.63 1281.52 .0149 .01 1.48 .0138 1.34 .0139 1281.53 .00 1281.53 .10 Super Elev S- E Dpth ******* .25 1.49 .22 1.52 .20 1.55 .18 1.59 .15 1.63 .13 1.68 .11 1.74 .09 1.81 .00 1.83 CriticallFlow ToplHeight/ Depth 1 Width IDia.-FT Froude NINorm Dp I "N" ********1********1******* Base Wt or I.D. X-Fall ******* I i 1.83 1.94 2.000 - -1- -I- - - 2.33 .79 .013 I I 1.83 1.91 2.000 -I- -1- - - 2.15 .79 .013 I I 1.83 1.87 2.000 1.99 .79 .013 I I i 1.83 1.82 2.000 1.82 .79 .013 I I i 1.83 1.76 2.000 1.67 .79 .013 I I I 1.83 1.67 2.000 - -I- -I -I- 1.52 .79 .013 i I I 1.83 1.56 2.000 1.36 .79 .013 1 1 I 1.83 1.40 2.000 1.20 .79 .013 I I I 1.83 1.12 2.000 1.00 2.00 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 .00 .00 PIPE • s FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-26-2012 Time: 3:40:46 Basin Routung Input ************************************************************************************************************************** Station L/Elem ********* 1057.072 23.958 1081.030 13.040 1094.070 83.800 Invert Elev Ch Slope ********* 1278.397 .0051 1278.520 .0046 1278.580 .0050 1177.870 1279.000 WALL ENTRANCE 1177.870 1279.000 Depth (FT) ******** Water Elev ********* 2.000 1280.397 2.244 1280.764 2.490 .1281.069 3.353 1282.353 4.828 1283.828 4 (CFS) ********* 28.00 28.00 28.00 28.00 28.00 Vel Vel (FPS) Head SF Ave *******1******* 8.91 8.91 1.23 .0149 1.23 .0153 Energy Grd.El. HF ********* 1281.63 .36 1282.00 .20 8.91 1.23 1282.30 .0153 1.28 8.91 1.23 1283.59 - -1- - - .58 .01 1283.83 Super Elev SE Dpth ******* .00 2.00 .00 .00 .00 2.49 .00 .00 CriticallFlow Top Depth I Width Froude NINorm Dp ********1******** 1.83 .00 .00 2.00 1.83 .00 .00 2.00 1.83 .00 .00 2.00 1.83 .00 .62 10.00 - -I- Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 10.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 .00 1 .0 0 .0 • Detention Basin Routing 100, 25, 10, 2 Year Storm Event • • • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/12 Tr. 17885 100 Year Storm Event Detention -Infiltration Basin I Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 17885d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 115.454 (CFS) Total volume = 18.827 (Ac.Ft). Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUhNG **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 1.000 2.000 3.000 4.000 5.000 6.000 0.000 0.440 0.940 1.500 2.130 2.820 3.580 0.000 4.600 7.300 9.400 14.300 17.900 21.300 0.000 0.424 0.915 1.468 2.081 2.758 3.507 0.000 0.456 0.965 1.532 2.179 2.882 3.653 • 7.000 4.410 24.500 4.326 4.494 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .0 0.083 0.26 0.01 0.001 0 0.167 1.69 0.08 0.007 0 0.250 3.90 0.27 0.025 OI 0.333 5.09 0.56 0.053 OI 0.417 5.49. 0.89 0.085 OI 0.500 5.60 1.21 0.116 OI 0.583 5.68 1.52 0.145 OI 0.667 5.69 1.81 0.173 OI 0.750 5.71 2.08 0.199 OI 0.833 5.72 2.33 0.223 OI 0.917 5.73 2.57 0.246 OI 1.000 5.74 2.79 0.267 OI 1.083 5.75 2.99 0.286 OI 1.167 5.77 3.19 0.305 OI 1.250 5.78 3.37 0.322 OI 1.333 5.79 3.53 0.338 OI 1.417 5.80 3.69 0.353 0 1.500 5.82 3.84 0.367 0 1.583 5.83 3.98 0.380 0 1.667 5.84 4.11 0.393 0 1.750 5.86 4.23 0.404 0 1.833 5.87 4.34 0.415 0 1.917 5.88 4.45 0.425 0 2.000 5.90 4.55 0.435 0 2.083 5.91 4.62 0.444 0 2.167 5.92 4.67 0.453 0 2.250 5.94 4.72 0.461 0 2.333 5.95 4.76 0.470 0 2.417 5.96 4.80 0.478 0 2.500 5.98 4.85 0.486 0 2.583 5.99 4.89 0.493 0 2.667 6.01 4.93 0.501 0 2.750 6.02 4.97 0.508 0 2.833 6.03 5.01 0.515 0 2.917 6.05 5.04 0.522 0 3.000 6.06 5.08 0.529 0 3.083 6.08 5.12 0.536 0 3.167 6.09 5.15 0.542 0 3.250 6.11 5.19 0.549 0 3.333 6.12 5.22 0.555 0 3.417 6.14 5.25 0.561 0 3.500 6.15 5.29 0.567 0 3.583 6.17 5.32 0.573 0 3.667 6.19 5.35 0.579 0 3.750 6.20 5.38 0.585 0 3.833 6.22 5.41 0.590 0 3.917 6.23 5.44 0.596 0 4.000 6.25 5.47 0.601 0 4.083 6.27 5.50 0.607 0 4.167 6.28 5.53 0.612 0 4.250 6.30 5.56 0.617 0 4.333 6.32 5.58 0.622 0 4.417 6.34 5.61 0.627 0 4.500 6.35 5.64 0.632 0 28.9 57.73 86.59 115.45 Depth (Ft.) 0.00 0.02 0.06 0.12 0.19 0.26 0.33 0.39 0.45 0.51 0.56 0.61 0.65 0.69 0.73 0.77 0.80 0.83 0.86 0.89 0.92 0.94 0.97 0.99 1.01 1.03 1.04 1.06 1.08 1.09 1.11 1.12 1.14 1.15 1.16 1.18 1.19 1.20 1.22 1.23 1.24 1.25 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 • • 4.583 6.37 5.66 0.637 0 4.667 6.39 5.69 0.642 0 4.750 6.41 5.72 0.647 0 4.833 6.42 5.74 0.651 0 4.917 6.44 5.77 0.656 0 5.000 6.46 5.79 0.661 0 5.083 6.48 5.82 0.665 0 5.167 6.50 5.84 0.670 0 5.250 6.52 5.87 0.674 0 5.333 6.54 5.89 0.679 0 5.417 6.56 5.91 0.683 0 5.500 6.58 5.94 0.688 0 5.583 6.60 5.96 0.692 0 5.667 6.62 5.98 0.696 0 5.750 6.64 6.01 0.701 0 5.833 6.66 6.03 0.705 0 5.917 6.68 6.05 0.709 0 6.000 6.70 6.08 0.714 0 6.083 6.72 6.10 0.718 0 6.167 6.74 6.12 0.722 0 6.250 6.76 6.15 0.726 0 6.333 6.78 6.17 0.731 0 6.417 6.81 6.19 0.735 0 6.500 6.83 6.22 0.739 0 6.583 6.85 6.24 0.743 0 6.667 6.88 6.26 0.748 0 6.750 6.90 6.28 0.752 0 6.833 6.92 6.31 0.756 0 6.917 6.95 6.33 0.760 0 7.000 6.97 6.35 0.765 0 7.083 6.99 6.38 0.769 0 7.167 7.02 6.40 0.773 0 7.250 7.04 6.42 0.777 0 7.333 7.07 6.44 0.782 0 7.417 7.10 6.47 0.786 0 7.500 7.12 6.49 0.790 0 7.583 7.15 6.51 0.795 0 7.667 7.18 6.54 0.799 0 7.750 7.20 6.56. 0.803 0 7.833 7.23 6.59 0.808 OI 7.917 7.26 6.61 0.812 OI 8.000 7.29 6.63 0.817 OI 8.083 7.32 6.66 0.821 OI 8.167 7.34 6.68 0.826 OI 8.250 7.37 6.71 0.830 OI 8.333 7.40 6.73 0.835 OI 8.417 7.43 6.76 0.840 OI 8.500 7.46 6.78 0.844 OI 8.583 7.50 6.81 0.849 OI 8.667 7.53 6.83 0.854 OI 8.750 7.56 6.86 0.859 OI 8.833 7.59 6.89 0.863 OI 8.917 7.63 6.91 0.868 OI 9.000 7.66 6.94 0.873 OI 9.083 7.70 6.97 0.878 OI 9.167 7.73 6.99 0.883 OI 9.250 7.77 7.02 0.888 OI 9.333 7.80 7.05 0.894 OI 9.417 7.84 7.08 0.899 OI 9.500 7.88 7.11 0.904 OI 9.583 7.91 7.13 0.909 OI 9.667 7.95 7.16 0.915 OI 9.750 7.99 7.19 0.920 oI 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.62 1.63 1.64 1.65 1.66 1.67 1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82 1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 • • 9.833 8.03 7.22 0.926 0 9.917 8.07 7.25 0.931 0 10.000 8.11 7.28 0.937 0 10.083 8.16 7.31 0.943 0 10.167 8.20 7.33 0.949 0 10.250 8.24 7.36 0.955 0 10.333 8.29 7.38 0.961 0 10.417 8.33 7.40 0.967 0 10.500 8.38 7.43 0.974 0 10.583 8.43 7.45 0.980 0 10.667 8.48 7.48 0.987 0 10.750 8.53 7.50 0.994 0 10.833 8.58 7.53 1.001 0 10.917 8.63 7.56 1.009 0 11.000 8.68 7.59 1.016 0 11.083 8.74 7.61 1.024 0 11.167 8.79 7.64 1.032 0 11.250 8.85 7.67 1.040 0 11.333 8.91 7.70 1.048 0 11.417 8.97 7.74 1.056 0 11.500 9.03 7.77 1.065 0 11.583 9.09 7.80 1.073 0 11.667 9.15 7.83 1.082 0 11.750 9.22 7.87 1.092 0 11.833 9.28 7.90 1.101 0 11.917 9.35 7.94 1.111 0 12.000 9.42 7.98 1.121 0 12.083 9.44 8.01 1.130 0 12.167 9.18 8.05 1.139 0 12.250 8.75 8.07 1.145 0 12.333 8.56 8.09 1.149 0 12.417 8.56 8.10 1.153 0 12.500 8.62 8.11 1.156 0 12.583 8.70 8.12 1.160 0 12.667 8.79 8.14 1.164 0 12.750 8.89 8.16 1.169 0 12.833 8.99 8.18 1.174 0 12.917 9.10 8.20 1.180 0 13.000 9.21 8.22 1.186 0 13.083 9.32 8.25 1.194 0 13.167 9.44 8.28 1.201 0 13.250 9.56 8.31 1.210 0 13.333 9.69 8.34 1.218 0 13.417 9.82 8.38 1.228 0 13.500 9.96 8.42 1.238 0 13.583 10.11 8.46 1.249 0 13.667 10.26 8.50 1.261 0 13.750 10.42 8.55 1.273 0 13.833 10.59 8.60 1.287 0 13.917 10.77 8.65 1.301 0 14.000 10.95 8.71 1.316 OI 14.083 11.15 8.77 1.332 OI 14.167 11.36 8.83 1.349 OI 14.250 11.60 8.90 1.367 OI 14.333 11.84 8.97 1.386 OI 14.417 12.09 9.05 1.406 OI 14.500 12.36 9.13 1.428 OI 14.583 12.65 9.22 1.451 OI 14.667 12.96 9.31 1.475 OI 14.750 13.30 9.41 1.501 OI 14.833 13.66 9.62 1.528 OI 14.917 14.06 9.84 1.557 OI 15.000 14.49 10.07 1.587 0 I 1.97 1.98 1.99 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.10 2.11 2.12 2.14 2.15 2.16 2.18 2.19 2.21 2.22 2.24 2.25 2.27 2.29 2.30 2.32 2.34 2.36 2.37 2.37 2.38 2.39 2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.47 2.48 2.50 2.51 2.53 2.55 2.57 2.60 2.62 2.64 2.67 2.70 2.73 2.76 2.80 2.83 2.87 2.91 2.96 3.00 3.05 3.09 3.14 • • 15.083 14.98 10.32 1.618 0 I 15.167 15.51 10.57 1.651 0 I 15.250 16.12 10.85 1.686 OI 15.333 16.80 11.14 1.724 OI 15.417 17.37 11.45 1.764 OI 15.500 17.06 11.75 1.802 OI 15.583 16.28 12.01 1.835 OI 15.667 16.57 12.24 1.865 OI 15.750 17.91 12.50 1.898 OI 15.833 20.07 12.84 1.942 0 I 15.917 23.53 13.30 2.002 0 I 16.000 30.70 14.03 2.095 0 16.083 50.88 15.06 2.275 0 16.167 95.70 17.11 2.669 0 16.250 115.45 19.91 3.269 0 16.333 72.10 22.03 3.770 0 16.417 37.67 22.89 3.994 0 16.500 23.52 23.10 4.046 0 16.583 20.89 23.07 4.040 IO 16.667 17.34 22.97 4.013 I 0 16.750 16.05 22.81 3.970 I 0 16.833 14.95 22.61 3.921 I 0 16.917 14.06 22.40 3.866 I 0 17.000 13.29 22.17 3.806 I 0 17.083 12.64 21.93 3.744 I 0 17.167 12.07 21.68 3.679 I 0 17.250 11.57 21.42 3.612 - I 0 17.333 11.14 21.14 3.543 I 0 17.417 10.75 20.83 3.474 I 0 17.500 10.41 20.52 3.405 I 0 17.583 10.09 20.20 3.335 I 0 17.667 9.81 19.89 3.265 I 0 17.750 9.55 19.58 3.196 I 0 17.833 9.31 19.27 3.127 I 0 17.917 9.09 18.97 3.059 I 0 18.000 8.88 18.67 2.991 I 0 18.083 8.75 18.37 2.924 I 0 18.167 8.90 18.08 2.860 I 0 18.250 9.24 17.79 2.799 I 0 18.333 9.36 17.49 2.741 I 0 18.417 9.31 17.20 2.686 I 0 18.500 9.19 16.92 2.632 I 0 18.583 9.08 16.65 2.580 I 0 18.667 8.96 16.38 2.528 I 0 18.750 8.84 16.11 2.477 I 0 18.833 8.73 15.85 2.428 I 0 18.917 8.62 15.60 2.379 I 0 19.000 8.52 15.35 2.332 I 0 19.083 8.42 15.11 2.285 I 0 19.167 8.33 14.87 2.240 I 0 19.250 8.24 14.64 2.195 I 0 19.333 8.15 14.41 2.151 IO 19.417 8.07 14.14 2.109 IO 19.500 7.99 13.82 2.068 IO 19.583 7.91 13.51 2.029 IO 19.667 7.83 13.22 1.991 IO 19.750 7.76 12.93 1.954 I0 19.833 7.69 12.66 1.919 IO 19.917 7.62 12.40 1.886 IO 20.000 7.56 12.15 1.854 IO 20.083 7.49 11.91 1.823 IO 20.167 7.43 11.68 1.793 IO 20.250 7.37 11.45 1.764 IO I I I I 3.19 3.24 3.30 3.36 3.42 3.48 3.53 3.58 3.63 3.70 3.80 3.94 4.21 4.78 5.59 6.23 6.50 6.56 6.55 6.52 6.47 6.41 6.34 6.27 6.20 6.12 6.04 5.95 5.86 5.77 5.68 5.59 5.50 5.40 5.31 5.23 5.14 5.05 4.97 4.89 4.81 4.73 4.65 4.58 4.50 4.43 4.36 4.29 4.22 4.16 4.09 4.03 3. 97 3.90 3.84 3.78 3.72 3.67 3.61 3.56 3.51 3.46 3.42 • • • 20.333 7.31 11.24 1.736 IO 20.417 7.25 11.03 1.710 IO 20.500 7.20 10.83 1.684 I 0 20.583 7.14 10.64 1.660 IO 20.667 7.09 10.46 1.636 IO 20.750 7.04 10.28 1.613 IO 20.833 6.99 10.11 1.591 IO 20.917 6.94 9.95 1.570 IO 21.000 6.89 9.79 1.550 IO 21.083 6.85 9.64 1.530 IO 21.167 6.80 9.49 1.512 IO 21.250 6.76 9.38 1.493 IO 21.333 6.72 9.31 1.475 IO 21.417 6.67 9.24 1.458 IO 21.500 6.63 9.18 1.440 IO 21.583 6.59 9.11 1.423 IO 21.667 6.55 9.05 1.405 IO 21.750 6.51 8.98 1.388 IO 21.833 6.48 8.92 1.371 IO 21.917 6.44 8.86 1.355 IO 22.000 6.40 8.79 1.338 IO 22.083 6.37 8.73 1.322 IO 22.167 6.33 8.67 1.306 IO 22.250 6.30 8.61 1.290 IO 22.333 6.26 8.55 1.274 IO 22.417 6.23 8.49 1.258 IO 22.500 6.20 8.43 1.243 IO 22.583 6.17 8.38 1.227 IO 22.667 6.14 8.32 1.212 IO 22.750 6.11 8.26 1.197 IO 22.833 6.08 8.21 1.182 IO 22.917 6.05 8.15 1.168 IO 23.000 6.02 8.10 1.153 IO 23.083 5.99 8.05 1.139 IO 23.167 5.96 7.99 1.125 IO 23.250 5.93 7.94 1.111 IO 23.333 5.91 7.89 1.097 IO 23.417 5.88 7.84 1.084 IO 23.500 5.85 7.79 1.070 IO 23.583 5.83 7.74 1.057 IO 23.667 5.80 7.69 1.044 IO 23.750 5.78 7.64 1.031 IO 23.833 5.75 7.59 1.018 IO 23.917 5.73 7.55 1.006 IO 24.000 5.70 7.50 0.993 IO 24.083 5.42 7.45 0.980 IO 24.167 3.97 7.38 0.961 IO 24.250 1.75 7.25 0.931 I 0 24.333 0.56 7.03 0.890 IO 24.417 0.17 6.78 0.844 IO 24.500 0.07 6.54 0.799 IO 24.583 0.00 6.30 0.755 IO 24.667 0.00 6.07 0.713 IO 24.750 0.00 5.85 0.672 IO 24.833 0.00 5.64 0.632 IO 24.917 0.00 5.43 0.594 IO 25.000 0.00 5.23 0.557 IO 25.083 0.00 5.04 0.522 IO 25.167 0.00 4.86 0.488 IO 25.250 0.00 4.68 0.455 IO 25.333 0.00 4.43 0.424 IO 25.417 0.00 4.12 0.394 IO 25.500 0.00 3.83 0.367 IO 3.38 3.33 3.29 3.25 3.22 3.18 3.15 3.11 3.08 3.05 3.02 2.99 2.96 2.92 2.89 2.86 2.83 2.80 2.77 2.74 2.71 2.68 2.65 2.62 2.60 2.57 2.54 2.51 2.49 2.46 2.43 2.41 2.38 2.36 2.33 2.31 2.28 2.26 2.23 2.21 2.19 2.16 2.14 2.12 2.10 2.07 2.04 1.98 1.90 1.81 1.72 1.63 1.55 1.46 1.38 1.31 1.23 1.16 1.10 1.03 0.96 0.90 0.83 • 25.583 0.00 3.57 0.341 0 25.667 0.00 3.32 0.318 0 25.750 0.00 3.09 0.296 0 25.833 0.00 2.87 0.275 0 25.917 0.00 2.67 0.256 0 26.000 0.00 2.49 0.238 0 26.083 0.00 2.32 0.222 0 26.167 0.00 2.16 0.206 0 26.250 0.00 2.01 0.192 0 26.333 0.00 1.87 0.178 0 26.417 0.00 1.74 0.166 0 26.500 0.00 1.62 0.155 0 26.583 0.00 1.50 0.144 0 26.667 0.00 1.40 0.134 0 26.750 0.00 1.30 0.125 0 26.833 0.00 1.21 0.116 0 26.917 0.00 1.13 0.108 0 27.000 0.00 1.05 0.100 0 27.083 0.00 0.98 0.093 0 27.167 0.00 0.91 0.087 0 27.250 0.00 0.84 0.081 0 27.333 0.00 0.79 0.075 0 27.417 0.00 0.73 0.070 0 27.500 0.00 0.68 0.065 0 27.583 0.00 0.63 0.061 0 27.667 0.00 0.59 0.056 0 27.750 0.00 0.55 0.052 0 27.833 0.00 0.51 0.049 0 27.917 0.00 0.47 0.045 0 28.000 0.00 0.44 0.042 0 28.083 0.00 0.41 0.039 0 28.167 0.00 0.38 0.037 0 28.250 0.00 0.36 0.034 0 28.333 0.00 0.33 0.032 0 28.417 0.00 0.31 0.029 0 28.500 0.00 0.29 0.027 0 28.583 0.00 0.27 0.026 0 28.667 0.00 0.25 0.024 0 28.750 0.00 0.23 0.022 0 28.833 0.00 0.21 0.021 0 28.917 0.00 0.20 0.019 0 29.000 0.00 0.19 0.018 0 29.083 0.00 0.17 0.017 0 29.167 0.00 0.16 0.015 0 29.250 0.00 0.15 0.014 0 29.333 0.00 0.14 0.013 0 29.417 0.00 0.13 0.012 0 29.500 0.00 0.12 0.012 0 29.583 0.00 0.11 0.011 0 29.667 0.00 0.10 0.010 0 29.750 0.00 0.10 0.009 0 29.833 0.00 0.09 0.009 0 29.917 0.00 0.08 0.008 0 30.000 0.00 0.08 0.008 0 30.083 0.00 0.07 0.007 0 30.167 0.00 0.07 0.006 0 30.250 0.00 0.06 0.006 0 30.333 0.00 0.06 0.006 0 30.417 0.00 0.05 0.005 0 30.500 0.00 0.05 0.005 0 30.583 0.00 0.05 0.005 0 30.667 0.00 0.04 0.004 0 30.750 0.00 0.04 0.004 0 0.78 0.72 0.67 0.62 0.58 0.54 0.50 0.47 0.44 0.41 0.38 0.35 0.33 0.30 0.28 0.26 0.24 0.23 0.21 0.20 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.10 0.10 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 • • 30.833 0.00 0.04 0.004 0 30.917 0.00 0.04 0.003 0 31.000 0.00 0.03 0.003 0 31.083 0.00 0.03 0.003 0 31.167 0.00 0.03 0.003 0 31.250 0.00 0.03 0.003 0 31.333 0.00 0.02 0.002 0 31.417 0.00 0.02 0.002 0 31.500 0.00 0.02 0.002 0 31.583 0.00 0.02 0.002 0 31.667 0.00 0.02 0.002 0 31.750 0.00 0.02 0.002 0 31.833 0.00 0.02 0.002 0 31.917 0.00 0.01 0.001 0 32.000 0.00 0.01 0.001 0 32.083 0.00 0.01 0.001 0 32.167 0.00 0.01 0.001 0 32.250 0.00 0.01 0.001 0 32.333 0.00 0.01 0.001 0 32.417 0.00 0.01 0.001 0 32.500 0.00 0.01 0.001 0 32.583 0.00 0.01 0.001 0 32.667 0.00 0.01 0.001 0 32.750 0.00 0.01 0.001 0 32.833 0.00 0.01 0.001 0 32.917 0.00 0.01 0.001 0 33.000 0.00 0.01 0.001 0 33.083 0.00 0.01 0.001 0 33.167 0.00 0.01 0.000 0 33.250 0.00 0.00 0.000 0 33.333 0.00 0.00 0.000 0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 400 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 23.097 (CFS) Total volume = 18.826 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/24/12 Tr. 17885 25 Year Storm Event Detention -Infiltration Basin I Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 17885d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 88.159 (CFS) Total volume = 13.666 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 1.000 2.000 3.000 4.000 5.000 6.000 0.000 0.440 0.940 1.500 2.130 2.820 3.580 0.000 4.600 7.300 9.400 14.300 17.900 21.300 0.000 0.424 0.915 1.468 2.081 2.758 3.507 0.000 0.456 0.965 1.532 2.179 2.882 3.653 • • • 7.000 4.410 24.500 4.326 4.494 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .0 0.083 0.17 0.01 0.001 0 0.167 1.10 0.05 0.005 0 0.250 2.59 0.17 0.017 0 0.333 3.46 0.37 0.036 OI 0.417 3.77 0.60 0.057 OI 0.500 3.85 0.82 0.079 OI 0.583 3.90 1.03 0.099 OI 0.667 3.92 1.23 0.118 OI 0.750 3.93 1.42 0.136 OI 0.833 3.94 1.60 0.153 OI 0.917 3.95 1.76 0.168 OI 1.000 3.96 1.91 0.183 OI 1.083 3.97 2.05 0.196 OI 1.167 3.98 2.19 0.209 OI 1.250 3.99 2.31 0.221 OI 1.333 4.00 2.43 0.232 OI 1.417 4.01 2.54 0.243 02 1.500 4.01 2.64 0.253 OI 1.583 4.02 2.74 0.262 OI 1.667 4.03 2.83 0.270 0 1.750 4.04 2.91 0.278 0 1.833 4.05 2.99 0.286 0 1.917 4.06 3.06 0.293 0 2.000 4.07 3.13 0.300 0 2.083 4.08 3.20 0.306 0 2.167 4.09 3.26 0.312 0 2.250 4.10 3.32 0.317 0 2.333 4.11 3.37 0.323 0 2.417 4.12 3.43 0.328 0 2.500 4.13 3.47 0.332 0 2.583 4.14 3.52 0.337 0 2.667 4.15 3.56 0.341 0 2.750 4.17 3.61 0.345 0 2.833 4.18 3.65 0.349 0 2.917 4.19 3.68 0.352 0 3.000 4.20 3.72 0.356 0 3.083 4.21 3.75 0.359 0 3.167 4.22 3.78 0.362 0 3.250 4.23 3.81 0.365 0 3.333 4.24 3.84 0.368 0 3.417 4.25 3.87 0.370 0 3.500 4.27 3.90 0.373 0 3.583 4.28 3.92 0.375 0 3.667 4.29 3.95 0.378 0 3.750 4.30 3.97 0.380 0 3.833 4.31 4.00 0.382 0 3.917 4.33 4.02 0.384 0 4.000 4.34 4.04 0.387 0 4.083 4.35 4.06 0.389 0 4.167 4.36 4.08 0.390 0 4.250 4.37 4.10 0.392 0 4.333 4.39 4.12 0.394 0 4.417 4.40 4.14 0.396 0 4.500 4.41 4.16 0.398 0 22.0 44.08 66.12 Depth 88.16 (Ft.) 0.00 0.01 0.04 0.08 0.13 0.18 0.22 0.27 0.31 0.35 0.38 0.42 0.45 0.48 0.50 0.53 0.55 0.57 0.59 0.61 0.63 0.65 0.67 0.68 0.70 0.71 0.72 0.73 0.74 0.76 0.77. 0.77 0.78 0.79 0.80 0.81 0.82 0.82 0.83 0.84 0.84 0.85 0.85 0.86 0.86 0.87 0.87 0.88 0.88 0.89 0.89 0.90 0.90 0.90 • • 4.583 4.43 4.18 0.400 4.667 4.44 4.19 0.401 4.750 4.45 4.21 0.403 4.833 4.47 4.23 0.405 4.917 4.48 4.25 0.406 5.000 4.49 4.26 0.408 5.083 4.51 4.28 0.409 5.167 4.52 4.30 0.411 5.250 4.54 4.31 0.412 5.333 4.55 4.33 0.414 5.417 4.56 4.34 0.416 5.500 4.58 4.36 0.417 5.583 4.59 4.38 0.419 5.667 4.61 4.39 0.420 5.750 4.62 4.41 0.422 5.833 4.64 4.42 0.423 5.917 4.66 4.44 0.425 6.000 4.67 4.45 0.426 6.083 4.69 4.47 0.428 6.167 4.70 4.49 0.429 6.250 4.72 4.50 0.431 6.333 4.74 4.52 0.432 6.417 4.75 4.53 0.434 6.500 4.77 4.55 0.435 6.583 4.79 4.56 0.437 6.667 4.80 4.58 0.438 6.750 4.82 4.60 0.440 6.833 4.84 4.61 0.441 6.917 4.86 4.62 0.443 7.000 4.87 4.62 0.445 7.083 4.89 4.63 0.446 7.167 4.91 4.64 0.448 7.250 4.93 4.65 0.450 7.333 4.95 4.66 0.452 7.417 4.97 4.68 0.454 7.500 4.99 4.69 0.456 7.583 5.01 4.70 0.458 7.667 5.03 4.71 0.460 7.750 5.05 4.72 0.462 7.833 5.07 4.73 0.465 7.917 5.09 4.75 0.467 8.000 5.11 4.76 0.470 8.083 5.13 4.77 0.472 8.167 5.16 4.79 0.475 8.250 5.18 4.80 0.477 8.333 5.20 4.81 0.480 8.417 5.22 4.83 0.482 8.500 5.25 4.84 0.485 8.583 5.27 4.86 0.488 8.667 5.29 4.87 0.491 8.750 5.32 4.89 0.494 8.833 5.34 4.91 0.497 8.917 5.37 4.92 0.500 9.000 5.39 4.94 0.503 9.083 5.42 4.96 0.506 9.167 5.45 4.97 0.509 9.250 5.47 4.99 0.513 9.333 5.50 5.01 0.516 9.417 5.53 5.03 0.519 9.500 5.56 5.05 0.523 9.583 5.59 5.07 0.526 9.667 5.62 5.09 0.530 9.750 5.65 5.11 0.534 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OI OI OI OI OI 0.91 0.91 0.92 0.92 0.92 0.93 0.93 0.93 0.94 0.94 0.94 0.95 0.95 0.95 0.96 0.96 0.96 0.97 0.97 0.98 0.98 0.98 0.99 0.99 0.99 1.00 1.00 1.00 1.01 1.01 1.01 1.02 1.02. 1.02 1.03 1.03 1.04 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.08 1.08 1.09 1.10 1.10 1.11 1.11 1.12 1.13 1.13 1.14 1.15 1.15 1.16 1.17 1.17 1.18 1.19 • 9.833 9.917 10.000 10.083 10.167 10.250 10.333 10.417 10.500 10.583 10.667 10.750 10.833 10.917 11.000 11.083 11.167 11.250 11.333 11.417 11.500 11.583 11.667 11.750 11.833 11.917 12.000 12.083 12.167 12.250 12.333 12.417 12.500 12.583 12.667 12.750 12.833 12.917 13.000 13.083 13.167 13.250 13.333 13.417 13.500 13.583 13.667 13.750 13.833 13.917 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 14.667 14.750 14.833 14.917 15.000 5.68 5.71 5.74 5.77 5.80 5.84 5.87 5.91 5.94 5.98 6.01 6.05 6.09 6.13 6.17 6.21 6.25 6.30 6.34 6.39 6.43 6.48 6.53 6.58 6.63 6.68 6.74 6.77 6.70 6.55 6.50 6.52 6.57 6.64 6.70 6.78 6.85 6.93 7.01 7.10 7.19 7.28 7.37 7.47 7.58 7.69 7.80 7.92 8.04 8.17 8.31 8.46 8.62 8.79 8.97 9.16 9.36 9.57 9.80 10.05 10.32 10.61 10.93 5.13 5.15 5.17 5.19 5.21 5.23 5.26 5.28 5.30 5.33 5.35 5.38 5.40 5.43 5.45 5.48 5.51 5.54 5.56 5.59 5.62 5.65 5.68 5.72 5.75 5.78 5.82 5.85 5.88 5.91 5.93 5.95 5.97 6.00 6.02 6.05 6.08 6.11 6.14 6.17 6.21 6.24 6.28 6.33 6.37 6.42 6.46 6.51 6.57 6.62 6.68 6.75 6.81 6.88 6.95 7.03 7.11 7.20 7.29 7.36 7.43 7.51 7.59 0.537 0.541 0.545 0.549 0.553 0.557 0.561 0.566 0.570 0.574 0.579 0.584 0.588 0.593 0.598 0.603 0.608 0.613 0.619 0.624 0.629 0.635 0.641 0.647 0.653 0.659 0.665 0.671 0.677 0.682 0.687 0.691 0.695 0.699 0.703 0.708 0.713 0.719 0.725 0.731 0.738 0.744 0.752 0.760 0.768 0.776 0.785 0.795 0.804 0.815 0.826 0.837 0.849 0.862 0.876 0.890 0.905 0.921 0.938 0.956 0.975 0.996 1.018 0I OI OI 0I OI 0I OI OI OI OI 0I OI 0I. OI OI OI OI 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OI OI OI OI OI OI OI OI OI OI OI OI OI 1.19 1.20 1.21 1.22 1.23 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.60 1.61 1.62 1.64 1.66 1.67 1.69 1.71 1.73 1.75 1.77 1.79 1.82 1.84 1.87 1.90 1.93 1.96 2.00 2.03 2.06 2.10 2.14 • • 15.083 11.29 7.68 1.042 0 I 15.167 11.68 7.78 1.068 0 I 15.250 12.13 7.88 1.096 0 I 15.333 12.63 8.00 1.126 0 I 15.417 13.05 8.12 1.159 0 I 15.500 12.80 8.24 1.192 0 I 15.583 12.14 8.35 1.221 OI 15.667 12.26 8.45 1.247 OI 15.750 13.19 8.56 1.276 OI 15.833 14.74 8.70 1.313 0 I 15.917 17.23 8.88 1.362 0 I 16.000 22.24 9.16 1.436 0 16.083 37.02 9.98 1.574 0 16.167 70.90 12.27 1.869 0 16.250 88.16 15.30 2.322 0 16.333 57.02 17.32 2.709 0 16.417 29.85 18.20 2.886 0 16.500 18.20 18.37 2.926 0 16.583 15.34 18.32 2.915 IO 16.667 13.86 18.21 2.890 IO 16.750 12.19 18.05 2.855 I 0 16.833 11.35 17.86 2.812 I 0 16.917 10.67 17.62 2.766 I 0 17.000 10.10 17.36 2.717 I 0 17.083 9.61 17.10 2.666 I 0 17.167 9.19 16.82 2.614 I 0 17.250 8.81 16.55 2.561 I 0 17.333 8.48 16.27 2.507 I 0 17.417 8.19 15.99 2.454 I 0 17.500 7.93 15.71 2.400 I 0 17.583 7.70 15.43 2.347 I 0 17.667 7.48 15.15 2.294 I 0 17.750 7.29 14.88 2.241 I 0 17.833 7.11 14.61 2.189 I 0 17.917 6.94 14.34 2.138 I 0 18.000 6.78 13.97 2.088 I 0 18.083 6.66 13.59 2.039 I 0 18.167 6.66 13.23 1.993 I 0 18.250 6.74 12.89 1.949 I 0 18.333 6.74 12.57 1.907 I 0 18.417 6.67 12.26 1.868 I 0 18.500 6.57 11.97 1.830 I 0 18.583 6.48 11.68 1.794 I 0 18.667 6.39 11.41 1.759 I 0 18.750 6.30 11.15 1.725 I 0 18.833 6.21 10.89 1.692 IO 18.917 6.13 10.65 1.660 IO 19.000 6.05 10.41 1.630 IO 19.083 5.98 10.18 1.600 IO 19.167 5.91 9.96 1.572 IO 19.250 5.84 9.74 1.544 IO 19.333 5.77 9.54 1.518 IO 19.417 5.71 9.37 1.492 IO 19.500 5.65 9.28 1.467 IO 19.583 5.59 9.18 1.442 IO 19.667 5.53 9.09 1.418 IO 19.750 5.48 9.00 1.393 I 0 19.833 5.42 8.91 1.369 I 0 19.917 5.37 8.82 1.345 I 0 20.000 5.32 8.73 1.322 I 0 20.083 5.27 8.64 1.298 I 0 20.167 5.22 8.56 1.275 I 0 20.250 5.18 8.47 1.252 I 0 I I I 2.18 2.23 2.28 2.33 2.39 2.45 2.50 2.55 2.60 2.67 2.75 2.89 3.12 3.59 4.28 4.84 5.09 5.14 5.12 5.09 5.05 4.99 4.92 4.85 4.78 4.70 4.62 4.55 4.47 4.39 4.31 4.24 4.16 4.09 4.01 3.93 3.86 3.78 3.71 3.65 3.58 3.52 3.47 3.41 3.36 3.30 3.25 3.21 3.16 3.11 3.07 3.03 2.99 2.94 2.90 2.85 2.81 2.77 2.72 2.68 2.64 2.60 2.56 20.333 5.13 8.39 1.230 I 0 20.417 5.09 8.30 1.208 I 0 20.500 5.05 8.22 1.186 IO 20.583 5.01 8.14 1.164 10 20.667 4.97 8.06 1.142 IO 20.750 4.93 7.98 1.121 IO 20.833 4.89 7.90 1.100 IO 20.917 4.86 7.82 1.080 IO 21.000 4.82 7.75 1.060 IO 21.083 4.79 7.67 1.040 IO 21.167 4.75 7.60 1.020 IO 21.250 4.72 7.53 1.000 IO 21.333 4.69 .7.45 0.981 IO 21.417 4.66 7.38 0.962 IO 21.500 4.63 7.31 0.944 IO 21.583 4.59 7.22 0.925 IO 21.667 4.57 7.12 0.907 IO 21.750 4.54 7.03 0.890 IO 21.833 4.51 6.94 0.873 I0 21.917 4.48 6.85 0.857 IO 22.000 4.45 6.76 0.840 IO 22.083 4.43 6.68 0.825 IO 22.167 4.40 6.60 0.809 IO 22.250 4.38 6.51 0.795 IO 22.333 4.35 6.44 0.780 IO 22.417 4.33 6.36 0.766 IO 22.500 4.30 6.28 0.752 IO 22.583 4.28 6.21 0.738 IO 22.667 4.25 6.14 0.725 IO 22.750 4.23 6.07 0.712 IO 22.833 4.21 6.00 0.700 I0 22.917 4.19 5.94 0.688 IO 23.000 4.17 5.87 0.676 IO 23.083 4.14 5.81 0.664 IO 23.167 4.12 5.75 0.653 IO 23.250 4.10 5.69 0.642 IO 23.333 4.08 5.63 0.631 IO 23.417 4.06 5.57 0.621 IO 23.500 4.04 5.52 0.610 IO 23.583 4.02 5.46 0.600 0 23.667 4.01 5.41 0.590 0 23.750 3.99 5.36 0.581 0. 23.833 3.97 5.31 0.571 0 23.917 3.95 5.26 0.562 0 24.000 3.93 5.21 0.553 0 24.083 3.75 5.16 0.544 0 24.167 2.80 5.09 0.531 0 24.250 1.30 4.98 0.511 IO 24.333 0.44 4.83 0.483 IO 24.417 0.13 4.67 0.452 IO 24.500 0.05 4.41 0.422 IO 24.583 0.02 4.10 0.393 IO 24.667 0.00 3.82 0.365 IO 24.750 0.00 3.55 0.340 IO 24.833 0.00 3.31 0.316 IO 24.917 0.00 3.08 0.294 IO 25.000 0.00 2.86 0.274 IO 25.083 0.00 2.66 0.255 0 25.167 0.00 2.48 0.237 0 25.250 0.00 2.31 0.221 0 25.333, 0.00 2.15 0.205 0 25.417 0.00 2.00 0.191 0 25.500 0.00 1.86 0.178 0 2.52 2.48 2.44 2.40 2.36 2.32 2.29 2.25 2.21 2.18 2.14 2.11 2.07 2.04 2.01 1.97 1.93 1.90 1.87 1.83 1.80 1.77 1.74 1.71 1.68 1.65 1.62 1.60 1.57 1.54 1.52 1.50 1.47 1.45. 1.43 1.40 1.38 1.36 1.34 1.32 1.30 1.28 1.26 1.24 1.23 1.21 1.18 1.14 1.09 1.02 0.96 0.89. 0.83 0.77 0.72 0.67 0.62 0.58 0.54 0.50 0.47 0.43 0.40 • • 25.583 0.00 1.73 0.165 0 25.667 0.00 1.61 0.154 0 25.750 0.00 1.50 0.143 0 25.833 0.00 1.39 0.133 0 25.917 0.00 1.30 0.124 0 26.000 0.00 1.21 0.115 0 26.083 0.00 1.12 0.107 0 26.167 0.00. 1.04 0.100 0 26.250 0.00 0.97 0.093 0 26.333 0.00 0.90 0.087 0 26.417 0.00 0.84 0.080 0 26.500 0.00 0.78 0.075 0 26.583 0.00 0.73 0.070 0 26.667 0.00 0.68 0.065 0 26.750 0.00 0.63 0.060 0 26.833 0.00 0.59 0.056 0 26.917 0.00 0.55 0.052 0 27.000 0.00 0.51 0.049 0 27.083 0.00 0.47 0.045 0 27.167 0.00 0.44 0.042 0 27.250 0.00 0.41 0.039 0 27.333 0.00 0.38 0.036 0 27.417 0.00 0.35 0.034 0 27.500 0.00 0.33 0.032 0 27.583 0.00 0.31 0.029 0 27.667 0.00 0.29 0.027 0 27.750 0.00 0.27 0.025 0 27.833 0.00 0.25 0.024 0 27.917 0.00 0.23 0.022 0 28.000 0.00 0.21 0.020 0 28.083 0.00 0.20 0.019 0 28.167 0.00 0.19 0.018 0 28.250 0.00 0.17 0.017 0 28.333 0.00 0.16 0.015 0 28.417 0.00 0.15 0.014 0 28.500 0.00 0.14 0.013 0 28.583 0.00 0.13 0.012 0 28.667 0.00 0.12 0.012 0 28.750 0.00 0.11 0.011 0 28.833 0.00 0.10 0.010 0 28.917 0.00 0.10 0.009 0 29.000 0.00 0.09 0.009 0 29.083 0.00 0.08 0.008 0 29.167 0.00 0.08 0.007 0 29.250 0.00 0.07 0.007 0 29.333 0.00 0.07 0.006 0 29.417 0.00 0.06 0.006 0 29.500 0.00 0.06 0.006 0 29.583 0.00 0.05 0.005 0 29.667 0.00 0.05 0.005 0 29.750 0.00 0.05 0.005 0 29.833 0.00 0.04 0.004 0 29.917 0.00 0.04 0.004 0 30.000 0.00 0.04 0.004 0 30.083 0.00 0.04 0.003 0 30.167 0.00 0.03 0.003 0 30.250 0.00 0.03 0.003 0 30.333 0.00 0.03 0.003 0 30.417 0.00 0.03 0.003 0 30.500 0.00 0.02 0.002 0 30.583 0.00 0.02 0.002 0 30.667 0.00 0.02 0.002 0 30.750 0.00 0.02 0.002 0 0.38 0.35 0.33 0.30 0.28 0.26 0.24 0.23 0.21 0.20 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.10 0.10 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 • • 30.833 0.00 0.02 0.002 0 30.917 0.00 0.02 0.002 0 31.000 0.00 0.02 0.002 0 31.083 0.00 0.01 0.001 0 31.167 0.00 0.01 0.001 0 31.250 0.00 0.01 0.001 0 31.333 0.00 0.01 0.001 0 31.417 0.00 0.01 0.001 0 31.500 0.00 0.01 0.001 0 31.583 0.00 0.01 0.001 0 31.667 0.00 0.01 0.001 0 31.750 0.00 0.01 0.001 0 31.833 0.00 0.01 0.001 0 31.917 0.00 0.01 0.001 0 32.000 0.00 0.01 0.001 0 32.083 0.00 0.01 0.001 0 32.167 0.00 0.01 0.001 0 32.250 0.00 0.01 0.001 0 32.333 0.00 0.01 0.000 0 32.417 0.00 0.00 0.000 0 32.500 0.00 0.00 0.000 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 390 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 18.373 (CFS) Total volume = 13.666 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/24/12 Tr. 17885 10 Year Storm Event Detention -Infiltration Basin I Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 17885d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 70.382 (CFS) Total volume = 10.431 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 1.000 2.000 3.000 4.000 5.000 6.000 0.000 0.000 0.440 4.600 0.940 7.300 1.500 9.400 2.130 14.300 - 2.820 17.900 3.580 21.300 0.000 0.424 0.915 1.468 2.081 2.758 3.507 0.000 0.456 0.965 1.532 2.179 2.882 3.653 • • 7.000 4.410 24.500 4.326 4.494 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '0'=outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .0 0.083 0.12 0.00 0.000 0 0.167 0.76 0.03 0.003 0 0.250 1.82 0.12 0.012 0 0.333 2.47 0.26 0.025 OI 0.417 2.71 0.42 0.041 OI 0.500 2.78 0.59 0.056 OI 0.583 2.81 0.74 0.071 OI 0.667 2.84 0.88 0.085 OI 0.750 2.84 1.02 0.098 OI 0.833 2.85 1.15 0.110 OI 0.917 2.86 1.27 0.121 OI 1.000 2.86 1.38 0.132 OI 1.083 2.87 1.48 0.142 OI 1.167 2.88 1.58 0.151 OI 1.250 2.89 1.67 0.160 OI 1.333 2.89 1.75 0.168 OI 1.417 2.90 1.83 0.175 OI 1.500 2.91 1.91 0.182 OI 1.583 2.91 1.98 0.189 OI 1.667 2.92 2.04 0.195 OI 1.750 2.93 2.10 0.201 02 1.833 2.94 2.16 0.207 OI 1.917 2.94 2.22 0.212 0 2.000 2.95 2.27 0.217 0 2.083 2.96 2.31 0.221 0 2.167 2.97 2.36 0.226 0 2.250 2.98 2.40 0.230 0 2.333 2.98 2.44 0.234 0 2.417 2.99 2.48 0.237 0 2.500 3.00 2.52 0.241 0 2.583 3.01 2.55 0.244 0 2.667 3.02 2.58 0.247 0 2.750 3.02 2.61 0.250 0 2.833 3.03 2.64 0.253 0 2.917 3.04 2.67 0.255 0 3.000 3.05 2.69 0.258 0 3.083 3.06 2.72 0.260 0 3.167 3.07 2.74 0.262 0 3.250 3.07 2.77 0.265 0 3.333 3.08 2.79 0.267 0 3.417 3.09 2.81 0.269 0 3.500 3.10 2.83 0.271 0 3.583 3.11 2.85 0.272 0 3.667 3.12 2.87 0.274 0 3.750 3.13 2.88 0.276 0 3.833 3.14 2.90 0.278 0 3.917 3.15 2.92 0.279 0 4.000 3.16 2.93 0.281 0 4.083 3.17 2.95 0.282 0 4.167 3.18 2.97 0.284 0 4.250 3.19 2.98 0.285 0 4.333 3.20 3.00 0.287 0 4.417 3.21 3.01 0.288 0 4.500 3.22 3.02 0.289 0 17.6 35.19 52.79 70.38 Depth (Ft.) 0.00 0.01 0.03 0.06 0.09 0.13 0.16 0.19 0.22 0.25 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.41 0.43 0.44 0.46 0.47 0.48 0.49 0.50 0.51 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.59 0.59 0.60 0.60 0.61 0.61 0.61 0.62 0.62 0.63 0.63 0.63 0.64 0.64 0.64 0.65 0.65 0.65 0.66 4.583 3.23 3.04 0.291 0 4.667 3.24 3.05 0.292 0 4.750 3.25 3.06 0.293 0 4.833 3.26 3.08 0.294 0 4.917 3.27 3.09 0.296 0 5.000 3.28 3.10 0.297 0 5.083 3.29 3.12 0.298 0 5.167 3.30 3.13 0.299 0 5.250 3.31 3.14 0.300 0 5.333 3.32 3.15 0.302 0 5.417 3.33 3.16 0.303 0 5.500 3.35 3.18 0.304 0 5.583 3.36 3.19 0.305 0 5.667 3.37 3.20 0.306 0 5.750 3.38 3.21 0.307 0 5.833 3.39 3.23 0.309 0 5.917 3.41 3.24 0.310 0 6.000 3.42 3.25 0.311 0 6.083 3.43 3.26 0.312 0 6.167 3.44 3.27 0.313 0 6.250 3.46 3.29 0.314 0 6.333 3.47 3.30 0.315 0 6.417 3.48 3.31 0.317 0 6.500 3.49 3.32 0.318 0 6.583 3.51 3.34 0.319 0 6.667 3.52 3.35 0.320 0 6.750 3.53 3.36 0.321 0 6.833 3.55 3.37 0.323 0 6.917 3.56 3.39 0.324 0 7.000 3.58 3.40 0.325 0 7.083 3.59 3.41 0.326 0 7.167 3.61 3.42 0.328 0 7.250 3.62 3.44 0.329 0 7.333 3.64 3.45 0.330 0 7.417 3.65 3.46 0.331 0 7.500 3.67 3.48 0.333 0 7.583 3.68 3.49 0.334 0 7.667 3.70 3.50 0.335 0 7.750 3.71 3.52 0.337 0 7.833 3.73 3.53 0.338 0 7.917 3.75 3.55 0.339 0 8.000 3.76 3.56 0.341 0 8.083 3.78 3.58 0.342 0 8.167 3.80 3.59 0.344 0 8.250 3.82 3.61 0.345 0 8.333 3.83 3.62 0.346 0 8.417 3.85 3.64 0.348 0 8.500 3.87 3.65 0.349 0 8.583 3.89 3.67 0.351 0 8.667 3.91 3.68 0.352 0 8.750 3.93 3.70 0.354 0 8.833 3.95 3.72 0.355 0 8.917 3.97 3.73 0.357 0 9.000 3.99 3.75 0.359 0 9.083 4.01 3.77 0.360 0 9.167 4.03 3.78 0.362 0 9.250 4.05 3.80 0.364 0 9.333 4.07 3.82 0.365 0 9.417 4.09 3.84 0.367 0 9.500 4.11 3.86 0.369 0 9.583 4.14 3.88 0.371 0 9.667 4.16 3.89 0.372 0 9.750 4.18 3.91 0.374 0 0.66 0.66 0.67 0.67 0.67 0.67 0. 68 0.68 0.68 0.69 0.69 0.69 0.69 0.70 0.70 0.70 0.70 0.71 0.71 0.71 0.71 0.72 0.72 0.72 0.73 0.73 0.73 0.73 0.74 0.74 0.74 0.74 0.75 0.75 0.75 0.76 0.76 0.76 0.76 0.77 0.77 0.77 0.78 0.78 0.78 0.79 0.79 0.79 0.80 0.80 0.80 0.81 0.81 0.82 0.82 0.82 0.83 0.83 0.83 0.84 0.84 0.85 0.85 • • 9.833 4.21 3.93 0.376 0 9.917 4.23 3.95 0.378 0 10.000 4.26 3.97 0.380 0 10.083 4.28 3.99 0.382 0 10.167 4.31 4.02 0.384 0 10.250 4.34 4.04 0.386 0 10.333 4.36 4.06 0.388 0 10.417 4.39 4.08 0.390 0 10.500 4.42 4.10 0.392 OI 10.583 4.45 4.13 0.395 OI 10.667 4.48 4.15 0.397 OI 10.750 4.51 4.17 0.399 OI 10.833 4.54 4.20 0.401 OI 10.917 4.57 4.22 0.404 OI 11.000 4.60 4.25 0.406 OI 11.083 4.63 4.27 0.409 OI 11.167 4.67 4.30 0.411 OI 11.250 4.70 4.33 0.414 OI 11.333 4.74 4.35 0.416 OI 11.417 4.77 4.38 0.419 OI 11.500 4.81 4.41 0.422 0 11.583 4.85 4.44 0.425 0 11.667 4.89 4.47 0.427 0 11.750 4.93 4.50 0.430 0 11.833 4.97 4.53 0.433 0 11.917 5.01 4.56 0.436 0 12.000 5.05 4.59 0.440 0 12.083 5.10 4.61 0.443 0 12.167 5.12 4.63 0.446 0 12.250 5.15 4.65 0.449 0 12.333 5.18 4.67 0.453 0 12.417 5.22 4.69 0.457 0 12.500 5.27 4.71 0.460 0 12.583 5.33 4.73 0.464 0 12.667 5.38 4.75 0.468 0 12.750 5.44 4.78 0.473 0 12.833 5.50 4.80 0.478 0 12.917 5.56 4.83 0.482 0 13.000 5.62 4.86 0.488 0 13.083 5.69 4.89 0.493 0 13.167 5.76 4.92 0.499 0 13.250 5.83 4.95 0.505 0 13.333 5.91 4.98 0.511 0 13.417 5.98 5.02 0.517 0 13.500 6.06 5.05 0.524 0 13.583 6.15 5.09 0.531 0 13.667 6.24 5.13 0.539 0 13.750 6.33 5.18 0.547 0 13.833 6.43 5.22 0.555 0 13.917 6.53 5.27 0.563 0 14.000 6.64 5.31 0.572 OI 14.083 6.76 5.36 0.582 OI 14.167 6.88 5.42 0.591 OI 14.250 7.02 5.47 0.602 OI 14.333 7.16 5.53 0.613 OI 14.417 7.30 5.59 0.624 OI 14.500 7.46 5.66 0.636 OI 14.583 7.62 5.73 0.649 OI 14.667 7.80 5.80 0.662 OI 14.750 8.00 5.88 0.677 OI 14.833 8.21 5.96 0.692 OI 14.917 8.44 6.04 0.708 OI 15.000 8.68 6.14 0.725 OI 0.86 0.86 0.86 0.87 0.87 0.88 0.88 0.89 0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.93 0.94 0.95 0.95 0.96 0.96 0.97 0.98 0.98 0.99 1.00 1.01 1.01 1.02 1.03 1.03 1.04 1.05 1.06 1.07 1.08 1.08 1.10 1.11 1.12 1.13 1.14 1.15 1.17 1.18 1.20 1.21 1.23 1.25 1.26 1.28 1.30 1.32 1.35 1.37 1.39 1.42 1.44 1.47 1.50 1.54 1.57 • 15.083 8.96 6.23 0.743 0 I 15.167 9.27 6.34 0.762 0 I 15.250 9.61 6.45 0.783 0 I 15.333 10.00 6.58 0.806 0 I 15.417 10.32 6.71 0.830 OI 15.500 10.11 6.83 0.854 OI 15.583 9.54 6.94 0.874 OI 15.667 9.56 7.04 0.892 OI 15.750 10.24 7.14 0.911 OI 15.833 11.42 7.28 0.936 0 I 15.917 13.28 7.41 0.970 0 I 16.000 16.92 7.61 1.023 0 I 16.083 28.22 7.99 1.124 0 16.167 55.16 8.85 1.353 0 16.250 70.38 11.09 1.717 0 16.333 46.97 13.57 2.036 0 16.417 24.69 14.59 2.186 0 16.500 14.85 14.78 2.221 0 16.583 12.16 14.73 2.212 IO 16.667 11.17 14.62 2.192 IO 16.750 9.70 14.47 2.163 I 0 16.833 9.05 14.29 2.129 I 0 16.917 8.51 14.00 2.092 I 0 17.000 8.07 13.71 2.054 I 0 17.083 7.68 13.40 2.015 I 0 17.167 7.35 13.10 1.975 I 0 17.250 7.05 12.79 1.936 I 0 17.333 6.79 12.48 1.896 I 0 17.417 6.56 12.18 1.857 I 0 17.500 6.36 11.88 1.819 I 0 17.583 6.17 11.59 1.781 I 0 17.667 6.00 11.30 1.744 I 0 17.750 5.85 11.02 1.708 I 0 17.833 5.71 10.75 1.673 I 0 17.917 5.57 10.48 1.639 I 0 18.000 5.45 10.22 1.606 I 0 18.083 5.34 9.97 1.573 I 0 18.167 5.25 9.73 1.542 I 0 18.250 5.18 9.49 1.512 I 0 18.333 5.10 9.33 1.482 I 0 18.417 5.02 9.22 1.453 I 0 18.500 4.93 9.12 1.424 I 0 18.583 4.86 9.01 1.396 I 0 18.667 4.78 8.90 1.367 I 0 18.750 4.71 8.80 1.339 IO 18.833 4.64 8.69 1.311 IO 18.917 4.58 8.59 1.283 IO 19.000 4.51 8.48 1.256 IO 19.083 4.45 8.38 1.228 IO 19.167 4.40 8.28 1.201 I 0 19.250 4.34 8.18 1.175 I 0 19.333 4.29 8.08 1.149 I 0 19.417 4.24 7.98 1.123 I 0 19.500 4.19 7.89 1.097 I 0 19.583 4.14 7.79 1.072 I 0 19.667 4.10 7.70 1.047 I 0 19.750 4.05 7.61 1.022 I 0 19.833 4.01 7.52 0.998 I 0 19.917 3.97 7.43 0.974 I 0 20.000 3.93 7.34 0.950 I 0 20.083 3.89 7.23 0.927 I 0 20.167 3.85 7.11 0.904 I 0 20.250 3.82 6.99 0.882 I 0 I I 1.61 1.64 1.69 1.73 1.78 1.83 1.87 1.90 1.94 1.99 2.05 2.15 2.33 2.74 3.34 3.85 4.08 4.13 4.12 4.09 4.05 4.00 3.94 3.88 3.82 3.75 3.69 3.63 3.57 3.51 3.45 3.39 3.33 3.27 3.22 3.17 3.12 3.07 3.02 2.97 2.92 2.86 2.81 2.76 2.71 2.66 2.61 2.56 2.51 2.47 2.42 2.37 2.33 2.28 2.24 2.19 2.15 2.10 2.06 2.02 1.97 1.93 1.88 • • 20.333 3.78 6.87 0.861 I 0 20.417 3.75 6.76 0.840 I 0 20.500 3.72 6.65 0.819 I 0 20.583 3.68 6.54 0.799 IO 20.667 3.65 6.43 0.780 IO 20.750 3.62 6.33 0.761 IO 20.833 3.59 6.23 0.742 IO 20.917 3.57 6.14 0.724 IO 21.000 3.54 6.04 0.707 IO 21.083 3.51 5.95 0.690 IO 21.167 3.48 5.86 0.673 IO 21.250 3.46 5.77 0.657 IO 21.333 3.43 5.69 0.641 IO 21.417 3.41 5.61 0.626 IO 21.500 3.38 5.52 0.611 IO 21.583 3.36 5.45 0.597 IO 21.667 3.34 5.37 0.582 IO 21.750 3.31 5.29 0.569 IO 21.833 3.29 5.22 0.555 IO 21.917 3.27 5.15 0.542 IO 22.000 3.25 5.08 0.529 IO 22.083 3.23 5.01 0.517 IO 22.167 3.21 4.95 0.505 IO 22.250 3.19 4.89 0.493 IO 22.333 3.17 4.82 0.481 IO 22.417 3.15 4.76 0.470 IO 22.500 3.13 4.70 0.459 IO 22.583 3.11 4.65 0.448 IO 22.667 3.09 4.58 0.438 IO 22.750 3.08 4.47 0.428 IO 22.833 3.06 4.38 0.419 0 22.917 3.04 4.28 0.410 0 23.000 3.03 4.20 0.402 0 23.083 3.01 4.12 0.394 0 23.167 2.99 4.04 0.386 0 23.250 2.98 3.97 0.379 0 23.333 2.96 3.90 0.373 0 23.417 2.95 3.83 0.366 0 23.500 2.93 3.77 0.360 0 23.583 2.92 3.71 0.355 0 23.667 2.90 3.65 0.350 0 23.750 2.89 3.60 0.344 0 23.833 2.87 3.55 0.340 0 23.917 2.86 3.50 0.335 0 24.000 2.84 3.46 0.331 0 24.083 2.71 3.41 0.326 0 24.167 2.06 3.34 0.319 IO 24.250 0.99 3.21 0.307 IO 24.333 0.35 3.04 0.290 IO 24.417 0.11 2.84 0.272 IO 24.500 0.04 2.65 0.253 IO 24.583 0.02 2.47 0.236 IO 24.667 0.00 2.30 0.220 IO 24.750 0.00 2.14 0.204 0 24.833 0.00 1.99 0.190 0 24.917 0.00 1.85 0.177 0 25.000 0.00 1.72 0.165 0 25.083 0.00 1.60 0.153 0 25.167 0.00 1.49 0.143 0 25.250 0.00 1.39 0.133 0 25.333 0.00 1.29 0.123 0 25.417 0.00 1.20 0.115 0 25.500 0.00 1.12 0.107 0 1.84 1.80 1.76 1.72 1.68 1.64 1.60 1.57 1.53 1.50 1.47 1.43 1.40 1.37 1.34 1.31 1.28 1.26 1.23 1.20 1.18 1.15 1.13 1.11 1.08 1.06 1.04 1.02 1.00 0.97 0.95 0.93 0.91 0.89 0.88 0.86 0.85 0.83 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.74 0.73 0.70 0.66 0.62 0.58 0.54 0.50 0.46 0.43 0.40 0.37 0.35 0.32 0.30 0.28 0.26 0.24 • 25.583 0.00 1.04 0.099 0 25.667 0.00 0.97 0.093 0 25.750 0.00 0.90 0.086 0 25.833 0.00 0.84 0.080 0 25.917 0.00 0.78 0.075 0 26.000 0.00 0.73 0.069 0 26.083 0.00 0.67 0.065 0 26.167 0.00 0.63 0.060 0 26.250 0.00 0.58 0.056 0 26.333 0.00 0.54 0.052 0 26.417 0.00 0.51 0.048 0 26.500 0.00 0.47 0.045 0 26.583 0.00 0.44 0.042 0 26.667 0.00 0.41 0.039 0 26.750 0.00 0.38 0.036 0 26.833 0.00 0.35 0.034 0 26.917 0.00 0.33 0.031 0 27.000 0.00 0.31 0.029 0 27.083 0.00 0.28 0.027 0 27.167 0.00 0.26 0.025 0 27.250 0.00 0.25 0.024 0 27.333 0.00 0.23 0.022 0 27.417 0.00 0.21 0.020 0 27.500 0.00 0.20 0.019 0 27.583 0.00 0.18 0.018 0 27.667 0.00 0.17 0.016 0 27.750 0.00 0.16 0.015 0 27.833 0.00 0.15 0.014 0 27.917 0.00 0.14 0.013 0 28.000 0.00 0.13 0.012 0 28.083 0.00 0.12 0.011 0 28.167 0.00 0.11 0.011 0 28.250 0.00 0.10 0.010 0 28.333 0.00 0.10 0.009 0 28.417 0.00 0.09 0.009 0 28.500 0.00 0.08 0.008 0 28.583 0.00 0.08 0.007 0 28.667 0.00 0.07 0.007 0 28.750 0.00 0.07 0.006 0 28.833 0.00 0.06 0.006 0 28.917 0.00 0.06 0.006 0 29.000 0.00 0.05 0.005 0 29.083 0.00 0.05 0.005 0 29.167 0.00 0.05 0.004 0 29.250 0.00 0.04 0.004 0 29.333 0.00 0.04 0.004 0 29.417 0.00 0.04 0.004 0 29.500 0.00 0.04 0.003 0 29.583 0.00 0.03 0.003 0 29.667 0.00 0.03 0.003 0 29.750 0.00 0.03 0.003 0 29.833 0.00 0.03 0.003 0 29.917 0.00 0.02 0.002 0 30.000 0.00 0.02 0.002 0 30.083 0.00 0.02 0.002 0 30.167 0.00 0.02 0.002 0 30.250 0.00 0.02 0.002 0 30.333 0.00 0.02 0.002 0 30.417 0.00 0.02 0.002 0 30.500 0.00 0.01 0.001 0 30.583 0.00 0.01 0.001 0 30.667 0.00 0.01 0.001 0 30.750 0.00 0.01 0.001 0 0.23 0.21 0.20 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.10 0.10 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 30.833 0.00 0.01 0.001 0 30.917 0.00 0.01 0.001 0 31.000 0.00 0.01 0.001 0 31.083 0.00 0.01 0.001 0 31.167 0.00 0.01 0.001 0 31.250 0.00 0.01 0.001 0 31.333 0.00 0.01 0.001 0 31.417 0.00 0.01 0.001 0 31.500 0.00 0.01 0.001 0 31.583 0.00 0.01 0.001 0 31.667 0.00 0.01 0.001 0 31.750 0.00 0.01 0.000 0 31.833 0.00 0.00 0.000 0 31.917 0.00 0.00 0.000 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ****************************HYDR0GRAPH DATA**************************** Number of intervals = 383 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 14.775 (CFS) Total volume = 10.431 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/24/12 Tr. 17885 2 Year Storm Event Detention -Infiltration Basin I Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 17885d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 40.747 (CFS) Total volume = 5.275 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 1.000 2.000 3.000 4.000 5.000 6.000 0.000 0.440 0.940 1.500 2.130 2.820 3.580 0.000 4.600 7.300 9.400 14.300 17.900 21.300 0.000 0.424 0.915 1.468 2.081 2.758 3.507 0.000 0.456 0.965 1.532 2.179 2.882 3.653 • 7.000 4.410 24.500 4.326 4.494 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '0'=outflow at time shown Time Inflow Outflow (Hours) (CFS) (CFS) 0.083 0.05 0.00 0.167 0.31 0.01 0.250 0.74 0.05 0.333 1.01 0.11 0.417 1.12 0.17 0.500 1.15 0.24 0.583 1.16 0.30 0.667 1.17 0.36 0.750 1.18 0.42 0.833 1.18 0.47 0.917 1.18 0.52 1.000 1.19 0.57 1.083 1.19 0.61 1.167 1.19 0.65 1.250 1.20 0.69 1.333 1.20 0.72 1.417 1.20 0.76 1.500 1.21 0.79 1.583 1.21 0.82 1.667 1.21 0.85 1.750 1.22 0.87 1.833 1.22 0.90 1.917 1.23 0.92 2.000 1.23 0.94 2.083 1.23 0.96 2.167 1.24 0.98 2.250 1.24 1.00 2.333 1.25 1.01 2.417 1.25 1.03 2.500 1.25 1.05 2.583 1.26 1.06 2.667 1.26 1.07 2.750 1.27 1.09 2.833 1.27 1.10 2.917 1.28 1.11 3.000 1.28 1.12 3.083 1.28 1.13 3.167 1.29 1.15 3.250 1.29 1.16 3.333 1.30 1.17 3.417 1.30 1.17 3.500 1.31 1.18 3.583 1.31 1.19 3.667 1.32 1.20 3.750 1.32 1.21 3.833 1.33 1.22 3.917 1.33 1.22 4.000 1.34 1.23 4.083 1.34 1.24 4.167 1.35 1.25 4.250 1.35 1.25 4.333 1.36 1.26 4.417 1.36 1.27 4.500 1.37 1.27 Storage (Ac.Ft) .0 0.000 0 0.001 0 0.005 0 0.010 0 0.017 0 0.023 0 0.029 0 0.035 0 0.040 0 0.045 0 0.050 0 0.054 0 0.058 0 0.062 0.066 0.069 0.072 0.075 0.078 0.081 0.083 0.086 0.088 0.090 0.092 0.094 0.095 0.097 0.099 0.100 0.101 0.103 0.104 0.105 0.106 0.107 0.109 0.110 0.111 0.111 0.112 0.113 0.114 0.115 0.116 0.116 0.117 0.118 0.119 0.119 0.120 0.121 0.121 0.122 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI 10 10.2 20.37 30.56 Depth 40.75 (Ft.) 0.00 0.00 0.01 0.02 0.04 0.05 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.15 0.16 0.16 0.17 0.18 0.18 0.19 0.19 0.20 0.20 0.21 0.21 0.22 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.24 0.25 0.25 0.25 0.25 0.26 0.26 0.26 0.26 0.26 0.26 0.27 0.27 0.27 0.27 0.27 0.27 0.28 0.28 • 4.583 1.37 1.28 0.122 0 4.667 1.38 1.29 0.123 0 4.750 1.38 1.29 0.124 0 4.833. 1.39 1.30 0.124 0 4.917 1.39 1.31 0.125 0 5.000 1.40 1.31 0.126 0 5.083 1.40 1.32 0.126 0 5.167 1.41 1.32 0.127 0 5.250 1.42 1.33 0.127 0 5.333 1.42 1.34 0.128 0 5.417 1.43 1.34 0.128 0 5.500 1.43 1.35 0.129 0 5.583 1.44 1.35 0.130 0 5.667 1.45 1.36 0.130 0 5.750 1.45 1.37 0.131 0 5.833 1.46 1.37 0.131 0 5.917 1.46 1.38 0.132 0 6.000 1.47 1.39 0.133 0 6.083 1.48 1.39 0.133 0 6.167 1.48 1.40 0.134 0 6.250 1.49 1.40 0.134 0 6.333 1.50 1.41 0.135 0 6.417 1.50 1.42 0.135 0 6.500 1.51 1.42 0.136 0 6.583 1.52 1.43 0.137 0 6.667 1.53 1.44 0.137 0 6.750 1.53 1.44 0.138 0 6.833 1.54 1.45 0.139 0 6.917 1.55 1.46 0.139 0 7.000 1.55 1.46 0.140 0 7.083 1.56 1.47 0.140 0 7.167 1.57 1.48 0.141 0 7.250 1.58 1.48 0.142 0 7.333 1.59 1.49 0.142 0 7.417 1.59 1.50 0.143 0 7.500 1.60 1.50 0.144 0 7.583 1.61 1.51 0.144 0 7.667 1.62 1.52 0.145 0 7.750 1.63 1.52 0.146 0 7.833 1.64 1.53 0.147 0 7.917 1.65 1.54 0.147 0 8.000 1.65 1.55 0.148 0 8.083 1.66 1.56 0.149 0 8.167 1.67 1.56 0.150 0 8.250 1.68 1.57 0.150 0 8.333 1.69 1.58 0.151 0 8.417 1.70 1.59 0.152 0 8.500 1.71 1.60 0.153 0 8.583 1.72 1.60 0.153 0 8.667 1.73 1.61 0.154 0 8.750 1.74 1.62 0.155 0 8.833 1.75 1.63 0.156 0 8.917 1.76 1.64 0.157 0 9.000 1.77 1.65 0.158 0 9.083 1.79 1.66 0.158 0 9.167 1.80 1.67 0.159 0 9.250 1.81 1.68 0.160 0 9.333 1.82 1.69 0.161 0 9.417 1.83 1.70 0.162 0 9.500 1.84 1.71 0.163 0 9.583 1.86 1.72 0.164 0 9.667 1.87 1.73 0.165 0 9.750 1.88 1.74 0.166 0 0.28 0.28 0.28 0.28 0.28 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.38 0.38 • 9.833 1.90 1.75 0.167 10 9.917 1.91 1.76 0.168 10 10.000 1.92 1.77 0.169 10 10.083 1.94 1.78 0.170 0 10.167 1.95 1.79 0.171 0 10.250 1.97 1.80 0.172 0 10.333 1.98 1.81 0.174 0 10.417 2.00 1.83 0.175 0 10.500 2.01 1.84 0.176 0 10.583 2.03 1.85 0.177 0 10.667 2.04 1.86 0.178 0 10.750 2.06 1.88 0.180 0 10.833 2.08 1.89 0.181 0 10.917 2.10 1.90 0.182 0 11.000 2.11 1.92 0.183 0 11.083 2.13 1.93 0.185 0 11.167 2.15 1.95 0.186 0 11.250 2.17 1.96 0.188 0 11.333 2.19 1.98 0.189 0 11.417 2.21 1.99 0.191 0 11.500 2.23 2.01 0.192 0 11.583 2.25 2.02 0.194 0 11.667 2.27 2.04 0.195 0 11.750 2.30 2.06 0.197 0 11.833 2.32 2.08 0.199 0 11.917 2.35 2.09 0.200 0 12.000 2.37 2.11 0.202 0 12.083 2.42 2.13 0.204 0 12.167 2.59 2.16 0.206 02 12.250 2.86 2.20 0.210 OI 12.333 3.03 2.25 0.215 OI 12.417 3.11 2.31 0.221 OI 12.500 3.16 2.36 0.226 OI 12.583 3.20 2.42 0.232 02 12.667 3.23 2.48 0.237 OI 12.750 3.26 2.53 0.242 02 12.833 3.30 2.58 0.247 0 12.917 3.33 2.63 0.252 0 13.000 3.37 2.68 0.257 0 13.083 3.40 2.73 0.261 0 13.167 3.44 2.78 0.266 0 13.250 3.48 2.83 0.270 0 13.333 3.53 2.87 0.275 0 13.417 3.57 2.92 0.279 0 13.500 3.61 2.97 0.284 0 13.583 3.66 3.01 0.288 0 13.667 3.71 3.06 0.293 0 13.750 3.76 3.11 0.297 0 13.833 3.82 3.16 0.302 0 13.917 3.88 3.20 0.306 OI 14.000 3.93 3.25 0.311 OI 14.083 4.00 3.30 0.31.6 OI 14.167 4.07 3.35 0.321 OI 14.250 4.14 3.40 0.326 OI 14.333 4.22 3.46 0.331 OI 14.417 4.30 3.51 0.336 OI 14.500 4.39 3.57 0.342 OI 14.583 4.48 3.63 0.347 OI 14.667 4.58 3.69 0.353 OI 14.750 4.68 3.76 0.360 OI 14.833 4.80 3.83 0.366 0 14.917 4.92 3.90 0.373 0 15.000 5.06 3.97 0.380 0 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.40 0.40 0.40 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.43 0.43 0.43 0.44 0.44 0.44 0.45 0.45 0.46 0.46 0.46 0.47 0.48 0.49 0.50 0.51 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.63 0.65 0.66 0.67 0.68 0.69 0.70 0.71 0.72 0.73 0.74 0.75 0.76 0.78 0.79 0.80 0.82 0.83 0.85 0.86 • 15.083 5.21 4.06 0.388 OI 15.167 5.38 4.14 0.396 OI 15.250 5.56 4.23 0.405 OI 15.333 5.77 4.33 0.414 OI 15.417 5.93 4.44 0.425 OI 15.500 5.75 4.54 0.434 OI 15.583 5.32 4.60 0.440 OI 15.667 5.25 4.63 0.445 OI 15.750 5.58 4.66 0.450 OI 15.833 6.21 4.70 0.459 OI 15.917 7.19 4.77 0.472 0 I 16.000 8.94 4.89 0.494 0 I 16.083 14.92 5.15 0.542 0 16.167 30.76 5.80 0.662 0 16.250 40.75 6.89 0.864 0 16.333 27.56 7.71 1.049 0 16.417 14.32 8.05 1.139 0 16.500 8.48 8.13 1.162 0 16.583 6.90 8.12 1.159 IO 16.667 6.47 8.08 1.149 IO 16.750 5.61 8.03 1.135 I 0 16.833 5.26 7.97 1.118 I 0 16.917 4.97 7.89 1.098 I 0 17.000 4.73 7.82 1.078 I 0 17.083 4.52 7.73 1.056 I 0 17.167 4.33 7.65 1.033 I 0 17.250 4.17 7.56 1.010 I 0 17.333 4.02 7.47 0.987 I 0 17.417 3.90 7.39 0.963 I 0 17.500 3.78 7.29 0.939 I 0 17.583 3.68 7.16 . 0.915 I 0 17.667 3.58 7.03 0.891 I 0 17.750 3.50 6.91 0.867 I 0 17.833 3.42 6.78 0.844 I 0 17.917 3.34 6.66 0.821 I 0 18.000 3.27 6.53 0.798 I 0 18.083 3.18 6.41 0.776 I 0 18.167 2.98 6.29 0.753 I 0 18.250 2.68 6.16 0.730 I 0 18.333 2.48 6.03 0.706 I 0 18.417 2.38 5.90 0.681 I 0 18.500 2.31 5.77 0.657 I 0 18.583 2.26 5.65 0.634 I 0 18.667 2.22 5.52 0.611 I 0 18.750 2.18 5.40 0.588 I 0 18.833 2.14 5.28 0.566 I 0 18.917 2.10 5.17 0.545 I 0 19.000 2.07 5.05 0.524 I 0 19.083 2.03 4.94 0.504 I 0 19.167 2.00 4.84 0.484 I 0 19.250 1.97 4.73 0.465 I 0 19.333 1.94 4.63 0.446 I 0 19.417 1.91 4.47 0.428 I 0 19.500 1.89 4.29 0.411 I 0 19.583 1.86 4.12 0.395 I 0 19.667 1.84 3.97 0.379 I 0 19.750 1.81 3.82 0.365 10 19.833 1.79 3.68 0.352 IO 19.917 1.77 3.54 0.339 IO 20.000 1.74 3.42 0.327 IO 20.083 1.72 3.30 0.316 IO 20.167 1.70 3.19 0.305 IO 20.250 1.68 3.09 0.295 IO I 0.88 0.90 0.92 0.94 0.96 0.99 1.00 1.01 1.02 1.04 1.06 1.11 1.20 1.44 1.85 2.19 2.36 2.40 2.39 2.37 2.35 2.32 2.28 2.25 2.21 2.17 2.13 2.08 2.04 2.00 1.95 1.90 1.85 1.81 1.76 1.72 1.67 1.63 1.58 1.53 1.48 1.43 1.39 1.34 1.30 1.25 1.21 1.17 1.13 1.09 1.05 1.01 0.97 0.93 0.90 0.86 0.83 0.80 0.77 0.74 0.72 0.69 0.67 • 20.333 1.67 2.99 0.286 IO 20.417 1.65 2.90 0.277 IO 20.500 1.63 2.81 0.269 IO 20.583 1.61 2.73 0.261 IO 20.667 1.60 2.65 0.253 IO 20.750 1.58 2.58 0.246 IO 20.833 1.56 2.51 0.240 0 20.917 1.55 2.44 0.233 0 21.000 1.53 2.38 0.227 0 21.083 1.52 2.32 0.222 0 21.167 1.51 2.26 0.216 0 21.250 1.49 2.21 0.211 0 21.333 1.48 2.16 0.207 0 21.417 1.47 2.11 0.202 0 21.500 1.45 2.07 0.198 0 21.583 1.44 2.02 0.194 0 21.667 1.43 1.98 0.190 0 21.750 1.42 1.94 0.186 0 21.833 1.41 1.91 0.182 0 21,917 1.39 1.87 0.179 0 22.000 1.38 1.84 0.176 0 22.083 1.37 1.81 0.173 0 22.167 1.36 1.78 0.170 0 22.250 1.35 1.75 0.167 0 22.333 1.34 1.72 0.164 0 22.417 1.33 1.69 0.162 0 22.500 1.32 1.67 0.159 0 22.583 1.31 1.64 0.157 0 22.667 1.30 1.62 0.155 0 22.750 1.29 1.60 0.153 0 22.833 1.28 1.58 0.151 0 22.917 1.28 1.55 0.149 0 23.000 1.27 1.54 0.147 IO 23.083 1.26 1.52 0.145 IO 23.167 1.25 1.50 0.143 IO 23.250 1.24 1.48 0.142 IO 23.333 1.23 1.46 0.140 IO 23.417 1.23 1.45 0.138 IO 23.500 1.22 1.43 0.137 IO 23.583 1.21 1.42 0.136 IO 23.667 1.20 1.40 0.134 IO 23.750 1.20 1.39 0.133 IO 23.833 1.19 1.37 0.132 IO 23.917 1.18 1.36 0.130 IO 24.000 1.18 1.35 0.129 IO 24.083 1.12 1.34 0.128 IO 24.167 0.85 1.31 0.125 IO 24.250 0.42 1.26 0.121 0 24.333 0.15 1.20 0.114 0 24.417 0.05 1.12 0.107 0 24.500 0.02 1.04 0.100 0 24.583 0.01 0.97 0.093 0 24.667 0.00 0.91 0.087 0 24.750 0.00 0.84 0.081 0 24.833 0.00 0.78 0.075 0 24.917 0.00 0.73 0.070 0 25.000 0.00 0.68 0.065 0 25.083 0.00 0.63 0.060 0 25.167 0.00 0.59 0.056 0 25.250 0.00 0.55 0.052 0 25.333 0.00 0.51 0.049 0 25.417 0.00 0.47 0.045 0, 25.500 0.00 0.44 0.042 0 0.65 0.63 0.61 0.59 0.58 0.56 0.54 0.53 0.52 0.50 0.49 0.48 0.47 0.46 0.45 0.44 0.43 0.42 0.41 0.41 0.40 0.39 0.39 0.38 0.37 0.37 0.36 0.36 0.35 0.35 0.34 0.34 0.33 0.33 0.33 0.32 0.32 0.31 0.31 0.31 0.30 0.30 0.30 0.30 0.29 0.29 0.29 0.27 0.26 0.24 0.23 0.21 0.20 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.10 0.10 • • 25.583 0.00 0.41 0.039 0 25.667 0.00 0.38 0.036 0 25.750 0.00 0.35 0.034 0 25.833 0.00 0.33 0.032 0 25.917 0.00 0.31 0.029 0 26.000 0.00 0.29 0.027 0 26.083 0.00 0.27 0.025 0 26.167 0.00 0.25 0.024 0 26.250 0.00 0.23 0.022 0 26.333 0.00 0.21 0.020 0 26.417 0.00 0.20 0.019 0 26.500 0.00 0.19 0.018 0 26.583 0.00 0.17 0.017 0 26.667 0.00 0.16 0.015 0 26.750 0.00 0.15 0.014 0 26.833 0.00 0.14 0.013 0 26.917 0.00 0.13 0.012 0 27.000 0.00 0.12 0.012 0 27.083 0.00 0.11 0.011 0 27.167 0.00 0.10 0.010 0 27.250 0.00 0.10 0.009 0 27.333 0.00 0.09 0.009 0 27.417 0.00 0.08 0.008 0 27.500 0.00 0.08 0.007 0 27.583 0.00 0.07 0.007 0 27.667 0.00 0.07 0.006 0 27.750 0.00 0.06. 0.006 0 27.833 0.00 0.06 0.006 0 27.917 0.00 0.05 0.005 0 28.000 0.00 0.05 0.005 0 28.083 0.00 0.05 0.005 0 28.167 0.00 0.04 0.004 0 28.250 0.00 0.04 0.004 0 28.333 0.00 0.04 0.004 0 28.417 0.00 0.04 0.003 0 28.500 0.00 0.03 0.003 0 28.583 0.00 0.03 0.003 0 28.667 0.00 0.03 0.003 0 28.750 0.00 0.03 0.003 0 28.833 0.00 0.02 0.002 0 28.917 0.00 0.02 0.002 0 29.000 0.00 0.02 0.002 0 29.083 0.00 0.02 0.002 0 29.167 0.00 0.02 0.002 0 29.250 0.00 0.02 0.002 0 29.333 0.00 0.02 0.002 0 29.417 0.00 0.01 0.001 0 29.500 0.00 0.01 0.001 0 29.583 0.00 0.01 0.001 0 29.667 0.00 0.01 0.001 0 29.750 0.00 0.01 0.001 0 29.833 0.00 0.01 0.001 0 29.917 0.00 0.01 0.001 0 30.000 0.00 0.01 0.001 .0 30.083 0.00 0.01 0.001 0 30.167 0.00 0.01 0.001 0 30.250 0.00 0.01 0.001 0 30.333 0.00 0.01 0.001 0 30.417 0.00 0.01 0.001 0 30.500 0.00 0.01 0.001 0 30.583 0.00 0.01 0.001 0 30.667 0.00 0.01 0.000 0 30.750 0.00 0.00 0.000 0 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 30.833 0.00 0.00 0.000 0 I I I I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 370 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.132 (CFS) Total volume = 5.274 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** • WSPG Onsite Storm Drain line "A" • I • • FILE: Line a.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1000.000 1275.000 97.670 1097.670 JUNCT STR 1103.340 219.710 1323.050 71.620 .0060 1275.590 .0935 1276.120 .0060 1277.440 .0060 1394.670 1277.870 JUNCT STR .0107 1399.340 283.210 1682.550 25.120 1277.920 .0142 1281.930 .0143 1707.670 1282.290 JUNCT STR 1712.340 .2227 1283.330 207.370 .0070 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line A 100 Year Storm Event Depth (FT) ******** Water Elev ********* 10.360 1285.360 9.993 1285.583 9.548 1285.668 8.793 1286.233 8.651 1286.521 8.613 1286.533 5.386 1287.316 5.090 1287.380 4.333 1287.663 0 (CFS) ********* 94.00 94.00 72.80 72.80 72.80 72.80 72.80 72.80 38.30 Vel Vel (FPS) Head - -1- SF Ave Energy Grd.El. HF ********* 5.91 . .54 1285.90 .0023 .22 .54 .0024 5.79 .52 .0026 5.79 .52 - -1- .0026 5.79 .52 - -1- .0026 5.79 .52 - -1- .0026 1286.13 .01 1286.19 .56 1286.75 .18 1287.04 .01 1287.05 .73 5.79 .52 1287.84 - -1- - - .0026 .06 5.79 .52 1287.90 - -1- - - - .0029 .01 5.42 .46 1288.12 - -1- - - - .0033 .68 Super Elev S- E Dpth ******* .00 10.36 .00 9.99 .00 9.55 .00 .00 .00 .00 .00 .00 .00 5.39 .00 5.09 .00 4.33 PAGE 1 Date: 2-26-2013 Time: 3:25:50 CriticallFlow Top Height/ Depth I Width Dia.-FT Froude N1Norm Dp ********1******** 1 2.85 .00 -1- .00 2.55 1 2.85 .00 -1- .00 1 2.58 .00 -1- .00 2.36 1 2.58 .00 -1- .00 2.36 1 2.58 .00 -1- .00 "N" ******* 4.500 .013 4.500 .013 4.000 .013 4.000 .013 4.000 .013 1 2.58 .00 4.000 .00 1.82 .013 1 2.58 .00 4.000 - -1- .00 1.82 .013 1 2.58 .00 4.000 -1- - - .00 .013 1 2.01 .00 -1- .00 1.83 3.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 .00 PIPE • • FILE: Line a.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-26-2013 Time: 3:25:50 Line A 100 Year Storm Event ************************************************************************************************************************** ******** Station L/Elem Invert Elev C- h Slope ********* 1919.710 1284.780 JUNCT STR .0066 1927.330 109.830 2037.160 JUNCT STR 2041.830 5.024 2046.854 4.219 2051.073 HYDRAULIC 2051.073 19.787 2070.860 14.999 2085.859 1284.830 .0071 1285.610 .2291 1286.680 .0248 1286.805 .0248 1286.909 JUMP 1286.909 .0248 1287.400 .0249 1287.774 12.183 .0249 Depth (FT) ******** Water Elev ********* 3.567 1288.347 3.830 1288.660 3.181 1288.791 2.108 1288.788 2.000 1288.805 1.898 1288.807 .860 1287.769 .885 1288.285 .910 1288.684 0 (CFS) ********* 38.30 23.00 23.00 13.10 13.10 13.10 13.10 13.10 13.10 Vel Vel (FPS) Head SF Ave *******I******* 5.42 - -1- 3.25 3.25 - -1- .46 .0022 .16 .0012 .16 .0023 Energy Grd.E1. HF ********* 1288.80 .02 1288.82 .13 1288.96 .01 4.17 .27 1289.06 - -1- - - - .0033 .02 4.17 .27 1289.07 - -1- - - - .0031 .01 4.25 .28 1289.09 - -1- 10.14 1.60 1289.37 .0216 .43 9.76 1.48 1289.77 - -1- - - .0195 .29 9.41 1.38 1290.06 - -1- - - .0174 .21 Super Elev SE Dpth ******* .00 3.57 .00 3.83 .00 3.18 .00 2.11 .00 2.00 .00 .00 .86 .13 1.02 .12 1.03 Critical1Flow Top Depth 1 Width Froude NlNorm Dp ********I******** 2.01 Height/ Dia.-FT - "N" ******* .00 3.000 -1- -1- .00 .013 1 1 1.54 .00 3.000 -1- -1- .00 1.34 .013 1 1.54 .00 3.000 -1- -1- .00 .013 1 1 1.30 .00 2.000 .00 .84 .013 1.30 -1- .00 1 .00 2.000 -1- .84 .013 1 1 1.30 .88 2.000 -1- -1- 1 1 1.30 1.98 2.000 -I- -1- 2.21 .84 .013 1 1 1.30 1.99 2.000 -1- -1- 2.09 .84 .013 1 1 1.30 1.99 2.000 -1- -1- 1.98 .84 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE • FILE: Line a.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-26-2013 Time: 3:25:50 Line A 100 Year Storm Event ************************************************************************************************************************** ******** Station L/Elem ********* 2098.041 8.159 2106.200 1.751 2107.951 5.355 2113.306 3.892 2117.198 2.828 2120.026 2.000 2122.025 1.321 Invert Elev Ch Slope ********* 1288.077 .0249 1288.280 .0248 1288.323 .0248 1288.456 .0248 1288.553 .0248 1288.623 .0248 1288.673 .0248 2123.346 1288.706 .745 .0248 2124.091 1288.724 .239 .0248 Depth (FT) ******** Water Elev ********* .945 1289.021 .980 1289.260 .990 1289.313 1.028 1289.484 1.067 1289.620 1.109 1.153 1.200 1.249 4 (CFS) ********* 1 1289.732 -1- 1 1289.826 -1- 1 1289.905 -1- 1 1289.973 - -1- 13.10 13.10 13.10 13.10 13.10 13.10 13.10 13.10 13.10 Vel Vel (FPS) Head - -1- SF Ave 8.97 - -1- Energy Grd.El. HF ********* 1.25 1290.27 .0153 .13 8.56 1.14 1290.40 - -1- - - .0141 .02 8.45 1.11 1290.42 - -1- - - .0131 .07 8.06 1.01 1290.49 - -1- -I- .0115 .04 1 7.68 .92 1290.54 - -1- -1- .0101 .03 1 7.32 .83 1290.57 - -1- -1- .0090 .02 1 6.98 .76 1290.58 - -1- -1- .0079 .01 1 6.66 .69 1290.59 - -1- -1- .0070 .01 1 6.35 .63 1290.60 - -1- -1- .0062 .00 Super Elev S- E Dpth ******* .00 .98 .00 .99 .00 1.03 .00 1.07 .00 1.15 .00 1.20 .00 1.25 CriticallFlow Top Depth I Width Froude N1Norm Dp 1 1.30 2.00 2.000 -1- - - 1.85 .84 .013 1 1.30 2.00 2.000 1.72 .84 .013 1.30 2.00 2.000 - -1- - - 1.69 .84 .013 1 I 1.30 2.00 2.000 -1- -1- 1.57 .84 .013 1 1 1.30 2.00 2.000 -1- -1- 1.46 .84 .013 1 1 1.30 1.99 2.000 1.36 .84 .013 1 1 1.30 1.98 2.000 -1- -1- 1.26 .84 .013 1 1 1.30 1.96 2.000 1.17 .84 .013 1 1.30 1.94 2.000 -1- -1- 1.08 .84 .013 Height/ Dia.-FT - "N" ******* Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 ,000 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE • FILE: Line a.WSW Station L/Elem ********* Invert Elev Ch Slope ********* 2124.330 1288.730 WALL ENTRANCE I 2124.330 1288.730 -I- W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line A 100 Year Storm Event Depth (FT) ******** Water Elev ********* 1.302 1290.032 2.173 1290.903 4 (CFS) ********* 13.10 13.10 Vel Vel (FPS) Head SF Ave *******I******* 6.05 .29 .57 Energy Grd.E1. HF ********* 1290.60 .00 1290.90 Super Elev S- E Dpth ******* .00 .00 CriticallFlow Top Depth 1 Width Froude NINorm Dp ********1******** 1.30 1.91 -1- PAGE 4 Date: 2-26-2013 Time: 3:25:50 Height/ Dia.-FT - "N" ******* 2.000 1 .23 21.00 5.000 Base Wt or I.D. X-Fall ******* .000 21.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 0 .0 • • • T1 Line A 0 T2 100 Year Storm Event T3 SO 1000.0001275.000 7 1285.360 R 1097.6701275.590 7 .013 .000 .000 0 JX 1103.3401276.120 1 2 .013 21.200 1276.850 -45.0 .000 R 1323.0501277.440 1 .013 .000 .000 0 R 1394.6701277.870 1 .013 -91.189 .000 0 JX 1399.3401277.920 1 .013 R 1682.5501281.930 1 .013 -24.812 .000 0 R 1707.6701282.290 1 .013 .000 .000 0 JX 1712.3401283.330 4 2 2.013 17.200 17.3001283.3201283.320-55.0 38.0 .000 R 1919.7101284.780. 4 .013 .000 .000 0 JX 1927.3301284.830 4 2 .013 15.300 1285.280 28.8 .000 R 2037.1601285.610 4 .013 .000 .000 0 JX 2041.8301286.680 2 2 .013 9.900 1286.130 44.0 .000 R 2070.8601287.400 2 .013 .000 .000 0 R 2106.2001288.280 2 .013 -44.996 .000 0 R 2124.3301288.730 2 .013 .000 .000 0 WE 2124.3301288.730 5 .200 SH 2124.3301288.730 5 1288.730 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 5.000 21.000 .000 .000 .00 CD 7 4 1 .000 4.500 .000 .000 .000 .00 Q 13.100 0 WSPG Onsite Storm Drain Lateral A-1 • FILE: Lat a-1.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1002.210 1283.240 29.130 .0100 1031.340 1283.530 WALL ENTRANCE 1031.340 1283.530 -1- W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Lat_A-1 100 Year Storm Depth Water (FT) Elev ******** ********* 4.420 1287.660 4.298 1287.828 4.857 1288.387 4 (CFS) ********* 17.20 17.20 17.20 Vel Vel (FPS) Head SF Ave *******I******* 5.47 5.47 - -1- .47 .0058 .47 Energy Grd.El. HF ********* 1288.13 .17 1288.29 .25 .00 1288.39 - -1- Super Elev SE Dpth ******* .00 4.42 .00 .00 CriticallFlow Top Depth I Width - -1- Froude NINorm Dp ********1******** 1 1.49 .00 - -1- .00 1.31 1.49 .00 .36 -1- 14.00 PAGE 1 Date: 2-27-2013 Time: 3:51:15 Height/ Dia.-FT - "N." ******* 2.000 .013 2.000 6.310 Base Wt or I.D. X-Fall .000 .00 .000 14.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 0 .0 • • T1 LatA-1 0 T2 100 Year Storm T3 SO 1002.2101283.240 1 1287.660 R 1031.3401283.530 1 .013 .000 WE 1031.3401283.530 2 .200 SH 2 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.310 14.000 .000 .000 .00 Q 17.200 .0 WSPG Onsite Storm Drain Lateral A-2 • ` s FILE: Lat A-2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-27-2013 Time: 3:52:53 Lat A-2 100 Year Storm Event ************************************************************************************************************************* ******** Station L/Elem ********* 1002.890 19.910 Invert Elev Ch Slope ********* 1283.900 .0126 1022.800 1284.150 WALL ENTRANCE 1022.800 1284.150 Depth (FT) ******** 3.760 Water Elev ********* 1287.660 3.626 1287.776 4.190 1288.341 Q I Vel Vel (CFS) I (FPS) Head SF Ave *********1*******1******* 17.30 5.51 .47 .0058 17.30 5.51 .47 17.30 Energy Grd.El. HF ********* 1288.13 .12 1288.25 .29 .00 1288.34 -I- Super Elev S- E Dpth ******* .00 3.76 .00 .00 CriticallFlow Top Height/ Base Wt Depth I Width Dia.-FT or I.D. Froude NiNorm Dp "N" X-Fall ********1******** ******* ******* 1.50 .00 .00 1.21 1.50 .00 .36 14.00 2.000 .013 2.000 6.200 .000 .00 .000 14.000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 Type Ch ******* 1 .0 P- IPE 1 .0 0 .0 • T1 Lat A-2 0 T2 100 Year Storm Event T3 SO 1002.8901283.900 1 1287.660 R 1022.8001284.150 1 .013 .000 .000 0 WE 1022.8001284.150 2 .200 SH 1022.8001284.150 2 1284.150 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.200 14.000 .000 .000 .00 Q 17.300 .0 • WSPG Onsite Storm Drain Lateral A-3 • • FILE: Lat A-3.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Lat A-3 100 Year Storm Event PAGE 1 Date: 2-27-2013 Time: 3:54: 8 ************************************************************************************************************************** ******** I Invert Station I Elev L/Elem ICh Slope 1002.280 1286.320 -1- - 60.640 .0100 1062.920 1286.926 15.380 .0100 1078.300 1287.080 WALL ENTRANCE 1078.300 1287.080 Depth (FT) ******** 2.490 2.000 1.864 2.183 Water I Q Elev I (CFS) *********1********* 1288.810 9.90 1288.926 1288.944 1289.263 9.90 9.90 9.90 Vel Vel (FPS) Head SF Ave *******1******* 3.15 .15 - -1- .0019 3.15 3.25 .21 .15 .0018 Energy Grd.E1. HF ********* 1288.96 .12 1289.08 .03 .16 1289.11 .00 1289.26 Super Elev S- E Dpth ******* .00 2.49 .00 2.00 .00 .00 CriticallFlow Top Depth I Width Froude NlNorm Dp 1.13 .00 .00 .93 I 1.13 .00 - -I- .00 .93 1.13 1.01 .18 22.00 Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 5.300 Base Wtl or I.D.I ZL X-Fall( ZR *******1***** .000 .00 - -1- .00 .00 .000 .00 - -1- .00 .00 .000 .00 22.000 .00 - -I- No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 0 .0 • • T1 Lat A-3 0 T2 100 Year Storm Event T3 SO 1002.2801286.320 1 1288.810 R 1078.3001287.080 1 .013 .000 .000 0 WE 1078.3001287.080 2 .200 SH 1078.3001287.080 2 1287.080 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.300 22.000 .000 .000 .00 Q 9.900 .0 • WSPG Onsite Storm Drain Lateral A-4 • e • FILE: Lat_A-4.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Lat A-4 100 Year Storm PAGE 1 Date: 2-27-2013 Time: 3:56: 8 *******x***********************************************:r****************************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1006.860 1285.610 22.230 .0490 1029.090 1286.700 WALL ENTRANCE I 1029.090 1286.700 -1- Depth (FT) ******** Water Elev ********* 3.050 1288.660 2.062 1288.762 2.502 1289.202 4 (CFS) ********* 15.30 15.30 15.30 Vel Vel (FPS) Head - -1- SF Ave 4.87 .37 - -1- .0046 4.87 - -1- .29 .37 Energy Grd.El. HF ********* 1289.03 .10 1289.13 .00 1289.20 Super Elev SE Dpth ******* .00 3.05 .00 .00 CriticallFlow Top Depth 1 Width Froude N(Norm Dp ********1******** 1 1.41 .00 - -1- .00 .76 1 1.41 .00 -1- 1 .25 21.00 -1- Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 21.000 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00 .00 1 .0 0 .0 • • T1 Lat A-4 0 T2 100 Year Storm T3 SO 1006.8601285.610 1 1288.660 R 1029.0901286.700 1 .013 .000 .000 0 WE 1029.0901286.700 2 .200 SH 1029.0901286.700 2 1286.700 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 21.000 .000 .000 .00 Q 15.300 .0 • WSPG Onsite Storm Drain line "B" • • FILE: Line b.WSW Station L/Elem ********* 1003.030 9.560 1012.590 36.390 1048.980 177.710 1226.690 106.980 1333.670 JUNCT STR Invert Elev Ch Slope ********* 1276.370 .0105 1276.470 .0099 1276.830 .0100 1278.610 .0101 1279.690 .2249 1338.340 1280.740 35.340 .0099 1373.680 1281.090 1.160 .0173 1374.840 1281.110 WALL ENTRANCE 1 1374.840 1281.110 -1- • • W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 8-21-2012 Time: 3: 7:58 Line B 100 Year Storm Event Depth (FT) ******** Water Elev ********* 9.310 1285.680 9.220 1285.690 8.917 1285.746 7.331 1285.941 6.359 1286.049 5.312 1286.052 5.065 1286.154 5.047 1286.157 5.259 1286.369 0 (CFS) ********* 21.20 21.20 21.20 21.20 21.20 10.60 10.60 10.60 10.60 Vel Vel (FPS) Head - -1- SF Ave *******I******* Energy Grd.El. HF ********* 3.00 .14 1285.82 .0010 .01 3.00 .14 - -1- .0010 3.00 .14 - -1- .0010 3.00 .14 - -1- .0010 3.00 - -1- 3.37 - -1- 3.37 - -1- 3.37 - -1- .20 - -1- .14 .0016 .18 .0022 .18 .0022 .18 1285.83 .04 1285.89 .18 1286.08 .11 1286.19 .01 1286.23 .08 1286.33 .00 1286.33 .00 1286.37 Super Elev SE Dpth ******* .00 9.31 .00 .00 .00 .00 .00 7.33 .00 .00 .00 .00 .00 5.06 .00 .00 Critical1Flow Top Depth I Width - -1- Froude N1Norm Dp ********I******** 1 1.48 .00 -1- .00 1.15 1 1.48 .00 - -1- .00 1.17 1 1.48 .00 -1- .00 1.16 1 1.48 .00 -1- .00 1.16 1 -1- 1 1.17 .00 -1- .00 .97 1 1.17 .00 -1- .00 .83 1 1.17 .00 - -1- 1.48 .00 .00 1 .33 10.00 -1- Height/ Dia.-FT ..N.. ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 2.000 .013 2.000 .013 2.000 4.300 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 000 .00 000 .00 000 .00 .000 .00 .000 10.000 ZL ZR ***** .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 • • • T1 Line B 0 T2 100 Year Storm Event T3 SO 1003.0301276.370 1 1285.680 R 1012.5901276.470 1 .013 .000 R 1048.9801276.830 1 .013 -46.333 R 1226.6901278.610 1 .013 -25.079 R 1333.6701279.690 1 .013 .000 JX 1338.3401280.740 2 2 .013 10.600 1280.210 -37.0 .000 R 1373.6801281.090 2 .013 44.996 R 1374.8401281.110 2 .013 .000 WE 1374.8401281.110 3 .200 SH 1374.8401281.110 3 1281.110 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 2 0 .000 4.300 10.000 .000 .000 .00 Q 10.600 .0 • WSPG Onsite Storm Drain Lateral B-1 • • FILE: Lat B-1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 8-21-2012 Time: 3:10:58 Lat B-1 100 Year Storm **************************************************************************************.************************************ Station L/Elem ********* Invert Elev Ch Slope ********* 1002.640 1280.310 40.940 .0200 1043.580 1281.130 WALL ENTRANCE 1043.580 1281.130 -1- Depth Water (FT) Elev ******** ********* 5.370 1285.680 4.640 1285.770 4 (CFS) ********* 10.60 10.60 4.852 1285.982 10.60 Vel Vel (FPS) Head SF Ave *******1******* 3.37 - _1_ .18 .0022 3.37 .18 Energy Grd.El. HF ********* 1285.86 .09 1285.95 .22 .00 1285.98 Super Elev SE Dpth ******* .00 5.37 .00 .00 CriticallFlow Top Depth 1 Width Froude NlNorm Dp 1.17 .00 .00 .79 1.17 .00 -1- 1 .33 10.00 - -I- Height/ Dia.-FT - " N " ******* 2.000 .013 2.000 6.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 10.000 ZL ZR ***** .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 0 .0 T1 Lat B-1 0 T2 100 Year Storm T3 SO 1002.6401280.310 1 1285.680 R 1043.5801281.130 1 .013 .000 .000 0 WE 1043.5801281.130 2 .200 SH 1043.5801281.130 2 1281.130 CD 1 4 1 .000 , 2.000 .000 000 .000 .00 CD 2 2 0 .000 6.000 10.000 000 .000 .00 Q 10.600 .0 WSPG Onsite Storm Drain line "D" FILE: Line d.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line D 100 Year Storm Event PAGE 1 Date:11- 5-2012 Time: 3:46:36 *********************************************************************************+*********************.******************* ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1000.000 1278.000 30.740 .0107 1030.740 1278.330 JUNCT STR .0142 1034.970 1278.390 70.520 .0068 1105.490 1278.870 WALL ENTRANCE 1105.490 1278.870 Depth (FT) ******** Water Elev ********* 3.900 1281.900 3.609 1281.939 3.560 1281.950 3.229 1282.099 3.434 1282.303 4 (CFS) ********* 23.70 23.70 10.40 10.40 10.40 Vel Vel (FPS) Head - -1- SF Ave *******1******* 3.35 .17 .0013 3.35 .17 .0017 3.31 .17 .0021 3.31 .22 .17 .00 Energy 1 Super Grd.E1.1 Elev -1- HF ISE Dpth 1282.07 .00 -1- - .04 3.90 I 1282.11 .00 .01 3.61 1282.12 .00 .15 3.56 1282.27 1282.30 .00 .00 Critical1Flow Top Depth I Width Froude NjNorm Dp 1.57 .00 .00 1.21 1.57 .00 .00 1.15 .00 .00 1.07 1.15 .00 .26 14.00 Height/ Dia.-FT - "N" ******* 3.000 .013 3.000 .013 2.000 .013 2.000 4.030 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 14.000 ZL ZR ***** .00 .00 .00 .00 00 .00 .00 .00 No Wth Prs/Pip Type Ch *******- 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 0 .0 • T1 Line D 0 T2 100 Year Storm Event T3 SO 1000.0001278.000 1 1281.900 R 1030.7401278.330 1 .013 .000 JX 1034.9701278.390 2 2 .013 13.300 1278.350 .0 .000 R 1105.4901278.870 2 .013 .000 WE 1105.4901278.870 3 .200 SH 1105.4901278.870 3 1278.870 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 2 0 .000 4.030 14.000 .000 .000 .00 Q 10.400 .0 • WSPG Basin I Outlet Pipe line "C" • • • • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-30-2012 Time: 2:13: 6 Basin Routung Imput **,************************************************************************************************************************ ******** Station L/Elem ********* 1006.180 .040 1006.220 8.260 Invert Elev C- h Slope ********* 1272.240 .1398 1272.246 .1398 1014.480 1273.400 1.025 .1399 1015.505 1273.543 6.164 .1399 .1021.669 1274.406 4.953 .1399 1026.623 1275.099 4.068 .1399 1030.690 1275.668 3.390 .1399 1034.080 1276.142 2.855 .1399 1036.935 1276.542 2.420 .1399 Depth (FT) ******** Water Elev ********* .815 1273.055 .815 1273.061 .845 1274.245 .850 1274.393 .881 1275.287 .914 1276.012 .948 1276.616 .984 1277.126 1.021 1277.563 4 (CFS) ********* 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 Vel Vel (FPS) Head - -I- - SF Ave *******1******* 19.20 5.72 19.19 - -1- .0857 5.72 .0804 18.30 5.20 .0745 Energy Grd.E1. HF ********* 1278.78 .00 1278.78 .66 1279.44 .08 18.17 5.13 1279.52 .0693 .43 17.33 4.66 1279.95 .0609 .30 16.52 15.75 4.24 .0536 3.85 .0471 1280.25 .22 1280.47 .16 15.02 3.50 1280.63 .0415 .12 14.32 3.18 1280.75 .0366 .09 Super Elev S- E Dpth ******* .00 .82 .00 .82 .46 1.30 .45 1.30 .41 1.29 .38 1.29 .34 1.29 .31 1.29 .28 1.30 CriticaljFlow Top Depth I Width Froude NINorm Dp ********1******** 1.71 1.97 4.32 .71 1.71 1.97 4.32 .71 1.71 1.98 4.03 .71 1.71 1.98 3.99 .71 1.71 1.99 3.73 .71 1.71 1.99 3.48 .71 1.71 2.00 3.24 .71 1.71 2.00 3.02 .71 1.71 2.00 2.81 .71 Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** Type Ch ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 .00 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00• 1 . .00 P- IPE • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 2 Date:10-30-2012 Time: 2:13: 6 ************************************************************************************************************************** ******** Station L/Elem ' ********* 1039.356 2.059 1041.415 1.756 1043.170 1.494 1044.664 1.266 1045.930 1.065 1046.995 .883 1047.878 .718 1048.596 Invert Elev Ch Slope ********* 1276.880 .1399 1277.169 .1399 1277.414 .1399 1277.623 .1399 1277.800 .1399 1277.949 .1399 1278.073 .1399 1278.173 .562 .1399 1049.158 1278.252 .413 .1399 Depth (FT) ******** 1.060 Water Elev ********* 1277.941 1.102 1278.271 1.146 1278.560 1.192 1278.815 1.240 1279.041 1.292 1279.241 1.348 1279.420 1.407 1279.580 1.471 1279.723 Q (CFS) ********* 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 Vel Vel (FPS) Head - -I- - SF Ave Energy Grd.E1. HF ********* 13.65 2.90 1280.84 - -I- - - .0322 .07 13.02 2.63 .0285 12.41 2.39 .0251 11.84 2.18 .0223 11.29 10.76 10.26 -I- 1.98 .0197 1.80 .0175 1.63 .0156 9.78 1.49 - -1- .0139 1280.90 .05 1280.95 .04 1280.99 .03 1281.02 .02 1281.04 .02 1281.05 .01 1281.07 .01 9.33 1.35 1281.07 .0125 .01 Super Elev S- E Dpth ******* .26 1.32 .23 1.33 .21 1.36 .19 1.38 .17 1.41 .15 1.45 .14 1.48 .12 1.53 CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** 1 71 2.00 2.61 .71 1 71 1.99 2.43 .71 1 71 1.98 2.26 .71 1 71 1.96 2.09 .71 1.71 1.94 1.94 .71 1.71 1.91 - -I- 1.79 .71 1.71 1.88 1.65 .71 1.71 1.83 1.52 .71 1.71 1.76 1.39 .71 Height/ Dia.-FT .,N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 .00 .000. .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE • • FILE: outlet.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Basin Routung Imput PAGE 3 Date:10-30-2012 Time: 2:13: 6 ************************************************************************************************************************** ******** Station L/Elem ********* 1049.572 .262 1049.834 .096 1049.930 3.745 1053.675 23.345 1077.020 4.010 1081.030 13.040 1094.070 83.800 1177.870 Invert Elev C- h Slope ********* 1278.310 .1399 1278.347 .1399 1278.360 .0051 1278.379 .0051 1278.499 .0051 1278.520 .0046 1278.580 .0050 1279.000 WALL ENTRANCE 1177 870 1279.000 Depth (FT) ******** Water Elev ********* 1.541 1279.851 1.619 1279.966 1.709 1280.069 1.817 1280.197 2.000 1280.499 2.021 1280.541 2.169 1280.749 2.623 1281.623 3.623 1282.623 4 (CFS) ********* 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 23.10 Vel Vel (FPS) Head SF Ave Energy Grd.E1. HF 8.89 1.23 1281.08 .0112 .00 8.48 1.12 1281.08 .0102 .00 8.08 1.01 1281.08 .0094 .04 7.70 7.35 - -I- 7.35 7.35 7.35 .64 .92 .0095 .84 .0101 .84 .0104 .84 .0104 .84 1281.12 .22 1281.34 .04 1281.38 .14 1281.59 .87 1282.46 .01 1282.63 Super Elev S- E Dpth ******* CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** Height/ Dia.-FT Base Wt or I.D. X-Fall ******* I .09 1.71 1.68 2.000 .000 1.63 1.26 .71 .013 .00 I .08 1.71 1.57 2.000 .000 1.70 1.13 .71 .013 .00 I I .00 1.71 1.41 2.000 .000 - -I- -I- - - - - 1.71 1.00 2.00 .013 .00 I I .00 1.71 1.15 2.000 .000 - -I- -I- -I- - - - 1.82 .84 2.00 .013 .00 I I I .00 1.71 .00 2.000 .000 - -1- -I- -I- - - - 2.00 .00 2.00 .013 .00 I I I .00 1.71 .00 2.000 .000 - -I- -I- -I- - - - .00 .00 2.00 .013 .00 I I I .00 1.71 .00 2.000 .000 - -I -I- -I- - - - 2.17 .00 2.00 .013 .00 I I I I .00 1.71 .00 2.000 .000 - -I- -I- -I- -I- - I I I I .00 .55 10.00 5.000 10.000 - -I- -I- -I- -I- - ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 0 .0 T1 Basin Routung Imput 0 T2 T3 SO 1006.1801272.240 1 1273.800 R 1014.4801273.400 1 .013 .000 R 1049.9301278.360 1 .013 45.136 R 1081.0301278.520 1 .013 .000 .000 0 R 1094.0701278.580 1 .013 16.603 .000 0 R 1177.8701279.000 1 .013 .000 .000 0 WE 1177.8701279.000 2 .200 SH 1177.8701279.000 2 1279.000 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 10.000 .000 .000 .00 Q 23.100 .0 • • Miscellaneous Calculations • • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 1 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 13:56 08/22/2012 Problem Descriptions: CB #1 / Node 105 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005200 CONSTANT STREET FLOW(CFS) = 22.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY = 1.38 • • • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 15:33 08/22/2012 Problem Descriptions: CB #1 / Node 105 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 22.80 GUTTER FLOWDEPTH(FEET) = 0.52 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 5.71 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 FLOW INTERCEPTION 4.23 4.42 4.76 5.09 5.42 5.74 6.07 6.39 6.71 7.03 7.35 7.67 7.99 8.30 8.61 8.93 9.24 9.55 9.84 10.11 10.37 10.63 10.90 11.16 11.41 11.67 11.92 12.17 12.42 12.66 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 24.50 25.00 25.50 26.00 26.50 27.00 27.50 28.00 28.50 29.00 29.50 30.00 30.50 31.00 31.50 32.00 32.50 33.00 33.50 34.00 34.50 35.00 35.50 36.00 36.50 37.00 37.50 38.00 38.50 39.00 39.50 40.00 40.50 41.00 41.50 42.00 42.50 43.00 43.50 44.00 44.50 45.00 45.50 46.00 46.50. 47.00 47.50 48.00 48.50 49.00 49.50 50.00 50.50 51.00 51.50 52.00 52.50 53.00 53.50 12.91 13.15 . -- Li 13.40 LET 13.64 13.88 14.12 14.36 14.60 14.83 15.07 15.30 15.54 15.76 15.98 16.19 16.41 16.61 16.81 17.01 17.20 17.39 17.57 17.75 17.92 18.09 18.26 18.42 18.58 18.74 18.89 19.04 19.18 19.32 19.46 19.59 19.72 19.85 19.97 20.10 20.21 20.33 20.44 20.55 20.66 20.76 20.86 20.96 21.06 21.15 21.24 21.33 21.41 21.50 21.58 21.66 21.74 21.81 21.88 21.95 22.02 22.09 22.15 22.22 22.28 22.34 22.39 22.45 ZI' cPTc o- pAsi�J ¶ 1cps ?ass 0.4 • • 54.00 54.50 55.00 55.50 56.00 56.50 57.00 57.13 22.50 22.55 22.60 22.65 22.70 22.74 22.79 22.80 • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 2 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 10:24 02/25/2013 Problem Descriptions: CB # 2 / Node 155 Water Depth 100 Year Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 11.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY = 1.57 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 13:53 02/25/2013 Problem Descriptions: CB # 2 / Node 155 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 11.60 GUTTER FLOWDEPTH(FEET) = 0.48 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 3.19 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 FLOW INTERCEPTION 2.13 2.31 2.61 2.91 3.20 3.49 3.78 4.07 4.35 4.63 4.91 5.15 5.40 5.64 5.87 6.09 6.32 6.54 6.76 6.98 7.20 7.41 7.63 7.84 8.04 8.23 • • 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 24.50 25.00 25.50 26.00 26.50 27.00 27.50 28.00 28.50 29.00 29.50 30.00 30.50 31.00 31.50 31.88 8.42 8.60 8.77 8.94 9.10 9.25 9.40 9.54 9.68 9.81 9.93 4- LASE Z I ` CP4Tt H (2AS I IJ 10.05 U7 10.16 CFS ?ass g y 10.27 10.38 10.48 10.57 10.66 10.75 10.83 10.91 10.99 11.06 11.13 11.19 11.26 11.31 11.37 11.42 11.47 11.52 11.57 11.60 • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 3 & 4 • • • • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 14:51 02/25/2013 Problem Descriptions: CB # 3 & 4 / Nodes 142 & 184 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 34.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY = 1.76 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 14:54 02/25/2013 Problem Descriptions: CB # 3 & 4 / Nodes 142 & 184 Sizing Calculation 100 Year Storm Event **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 34.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 24.05 USE_ 2 14t SAr►ie gp,slsls Vv (Y tL SP 1 LC pve (L, C(Low rJ F P PLA 'Ft_o t.-3 (L l wAlA L rt c P • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 5 & 6 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:45 08/22/2012 Problem Descriptions: CB # 5 & 6 / Nodes 213 & 203 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are -approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 21.20 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.52 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 18.31 l�(S6 Z ( c &nnte t2,M'uJS w(fF rZ. set Ls ovE2 c-(2-owtJ K-*►O SPctf • • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:37 08/22/2012 Problem Descriptions: CB # 5 & 6 / Nodes 213 & 203 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 21.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY = 1.28 • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 7 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:48 08/22/2012 Problem Descriptions: CB # 7 / Node 504 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.024000 CONSTANT STREET FLOW(CFS) = 10.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY = 1.80 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:49 08/22/2012 Problem Descriptions: CB # 7 / Node 504 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of _Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.40 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.41 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.83 sr 14' clavc.N SAs)tJ Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 8 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:52 08/22/2012 Problem Descriptions: CB # 8 / Node 513 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 13.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY = 1.80 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:53 08/22/2012 Problem Descriptions: CB # 8 / Node 513 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 13.30 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.48 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.96 use i 4-' co, r *i • Street Water Depth and Catch Basin Sizing Calculations at In -Tract Catch Basin 9 • • • • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 07:44 04/23/2013 Problem Descriptions: CB # 9 Water Depth 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.006000 CONSTANT STREET FLOW(CFS) = 32.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS *STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY = 1.78 • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 07:46 04/23/2013 Problem Descriptions: CB # 9 Catch Basin Sizing 100 Year Storm Event **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 32.30 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 7.39 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 FLOW INTERCEPTION 6.04 6.12 6.49 6.86 7.22 7.59 7.95 8.31 8.66 9.02 9.37 9.73 10.08 10.43 10.78 11.13 11.48 11.82 12.17 12.51 12.86 13.20 13.54 13.88 14.17 14.46 14.75 15.04 15.32 ' E Zl' cArck% 'I'- 15. 61 1" rz.c) cvs PASS' SI • 22.00 15.89 22.50 16.17 23.00 16.45 23.50 16.73 24.00 17.01 24.50 17.28 25.00 17.56 25.50 17.83 26.00 18.10 26.50 18.37 27.00 18.64 27.50 18.91 28.00 19.18 28.50 19.45 29.00 19.71 29.50 19.97 30.00 20.24 30.50 20.50 31.00 20.76 31.50 21.02 32.00 21.28 32.50 21.54 33.00 21.80 33.50 22.06 34.00 22.30 34.50 22.55 35.00 22.79 35.50 23.02 36.00 23.25 36.50 23.48 37.00 23.71 37.50 23.93 38.00 24.14 38.50 24.35 39.00 24.56 39.50 24.76 40.00 24.96 40.50 25.16 41.00 25.35 41.50 25.54 42.00 25.73 42.50 25.91 43.00 26.09 43.50 26.27 44.00 26.44 44.50 26.61 45.00 26.77 45.50 26.94 46.00 27.10 46.50 27.25 47.00 27.41 47.50 27.56 48.00 27.71 48.50 27.85 49.00 27.99 49.50 28.13 50.00 28.27 50.50 28.40 51.00 28.54 51.50 28.66 52.00 28.79 52.50 28.91 53.00 29.03 53.50 29.15 54.00 29.27 54.50 29.38 55.00 29.49 • • 55.50 29.60 56.00 29.71 56.50 29.82 57.00 29.92 57.50 30.02 58.00 30.12 58.50 30.21 59.00 30.31 59.50 30.40 60.00 30.49 60.50 30.58 61.00 30.66 61.50 30.75 62.00 30.83 62.50 30.91 63.00 30.99 63.50 31.06 64.00 31.14 64.50 31.21 65.00 31.28 65.50 31.35 66.00 31.42 66.50 31.49 67.00 31.55 67.50 31.62 68.00 31.68 68.50 31.74 69.00 31.80 69.50 31.85 70.00 31.91 70.50 31.96 71.00 32.02 71.50 32.07 72.00 32.12 72.50 32.17 73.00 32.21 73.50 32.26 73.94 32.30 • Basin I Spillway Calculation • • • Emergency Spillway I Sizing Calculation Purpose - to determine the maximum water surface elevation over the Emergency Spillway if outlet pipe fails during 1000 year storm event and evaluate required freeboard. Criteria A Minimum 1 ft of freeboard above 1,000 year HWL on the the Emergency Spillway 1,000 Year Flow: Q1000= Q100 x 1.35 = 107.2 cfs x 1.35= 144.7 cfs Length of Emergency Spillway: 1 2 2 L =.Q1,000 (C2 H3) C 3.4 H : Height of water over spillway 1.5 ft Q1000 144.7 cfs 23.2 ft Check for Freeboard: Criteria A: Minimum 1 ft of freeboard above 1,000 year HWL on the the Emergency Spillway Finish surface elevation of Emergency Spillway = 1287.0 1000 year maximum water elevation over Emergency Spillway = 1288.5 Freeboard of 1 foot above 1000 year maximum water elevation = 1289.5 Criteria B Criteria B: 2 ft above 100 year maximum water elevation 100 year maximum water elevation in detention basin = 1285.4 Criteria B: 2 ft above 100 year maximum water elevation = 1287.4 Therefore, minimum adjacent grade to basin >_ 1289.5 • Basin II Volume Table Lime I Tract 17885 Infiltration Basin II Volume Table Total Depth Elevation Elevation Area (sf) Average Area (sf) Depth (ft) Volume (cf) Volume (ac-ft) 0.0 1278.0 2,581 3,035 1.0 3,035 0.07 1.0 1279.0 3,489 3,965 1.0 3,965 0.09 2.0 1280.0 4,441 5,003 1.0 5,003 0.11 3.0 1281.0 5,565 5,754 0.4 2,301 0.05 3.4 1281.4 5,942 • 6,389 0.6 3,833 0.09 4.0 1282.0 6,835 7,099 0.5 3,550 0.08 4.5 1282.5 7,363 Total 21,687 0.50 • • • Basin II Spillway Calculation • • • Emergency Spillway II Sizing Calculation Purpose - to determine the maximum water surface elevation over the Emergency Spillway if outlet pipe fails during 1000 year storm event and evaluate required freeboard. Criteria A Minimum 1 ft of freeboard above 1,000 year HWL on the the Emergency Spillway 1,000 Year Flow: Q1oo0= Q100 x 1.35 = 24.2 cfs x 1.35= 32.7 cfs Length of Emergency Spillway: 1 2 2 L _ Q1,000 (C2 H3 ) C 3.4 H : Height of water over spillway 0.7 ft Q1000 32.7 cfs 16.4 ft Check for Freeboard: Criteria A: Minimum 1 ft of freeboard above 1,000 year HWL on the the Emergency Spillway Finish surface elevation of Emergency Spillway = 1282.5 1000 year maximum water elevation over Emergency Spillway = 1283.5 Freeboard of 1 foot above 1000 year maximum water elevation = 1284.2 Criteria B Criteria B: 2 ft above 100 year maximum water elevation 100 year maximum water elevation in detention basin = 1281.9 Criteria B: 2 ft above 100 year maximum water elevation = 1283.9 Therefore, minimum adjacent grade to basin >_ 1284.2 Basin II Discharge Structure • **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 (909) 356-1815 TIME/DATE OF STUDY: 09:18 10/28/2012 Problem Descriptions: Tr. 17885 Discharge Structure 100 Year Storm Event **************************************************************************** »»CHANNEL INPUT INFORMATION«« CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAL) = 0.00 BASEWIDTH(FEET) = 9.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.009200 UNIFORM FLOW(CFS) = 24.20 MANNINGS FRICTION FACTOR = 0.0150 NORMAL -DEPTH FLOW INFORMATION: »> NORMAL DEPTH(FEET) = 0.49 FLOW TOP-WIDTH(FEET) = 9.00 FLOW AREA(SQUARE FEET) = 4.41 HYDRAULIC DEPTH(FEET) = 0.49 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.49' UNIFORM FROUDE NUMBER = 1.381 PRESSURE + MOMENTUM(POUNDS) = 324.72 AVERAGED VELOCITY HEAD(FEET) = 0.467 SPECIFIC ENERGY(FEET) = 0.957 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 9.00 CRITICAL FLOW AREA(SQUARE FEET) = 5.46 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.61 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = CRITICAL DEPTH(FEET) = 0.61 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.912 4.43 311.20 0.305 Predeveloped Hydrology Exhibit Developed Hydrology Exhibit • PREDEVELOPED HYDROLOGY MAP CITY OF FONTANA TRACT NO. 17885 NO&2 J 4 x 1291.7 3,130-413 -OM 718 OOS 0 253. liawa x 1309,7 x t3a9.8 x 13070 x 11011 CT WI 29/37081 Le HP =0.7 e..Fs „ 128 x 1294.2 (012970 Is 1274.5 ACREAGE TTTi —JOON& ILL —BOULEVARD wars 1271. o x 12702 \ LEGEND (10) 1313.0 HP 111111111111111111111111 LAND USE TRAVEL LENGTH (FT.) INDICATES SUBAREA BOUNDARY INDICATES FLOW DIRCTION ELEVATION 100 YEAR STORM FLOW RATE (cfs) BR = BARREN HP = HIGH POINT 7271.4 • 1305 • :4 12.810 3.0 450 12755 ( 10 PROJECT LOCATION 1313,0 HP 1283.5 AVENUE AVENUE AVENUE AVENUE AVENUE AVENUE AVENUE AVENUE BASELINE ILLER AVENUE FOOTHILL BOULEVARD AUTHORITY ARROW HEMLOCK BEECH SULTANA LIME TOKAY CITRUS - l E5 BOULEVARD 3(---0") 1313.0 HP VICINITY MAP L\ e h-1 \ef ---T-- \-11 GRAPHIC SCALE • NTS 400 'INCH VO FT. PREDEVELOPED HYDROLOGY MAP ci PLOT DATE: Apr 22. 2013 PREPARED FOR: LENNAR CORONA, CA 92879 (951) 817-3545 FAX (951) 817-3650 Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning 6253 Sierra Avenue Fontana, California 92335 FILENAME: I:\15947 Young Homes Lime f and 11\Lime Tr. 17885\ DWG's\ FINAL DESIGN\EXHIBITS\ Hydrology and HydraulicAPREDEVELOPED HYDROLOGY EXHIBIT New topo.dwg T.F e Firr+G,:-:D fieffiga x 1298.0 zl _ DEVELOPED HYDROLOGY MAP CITY OF FONTANA TRACT NO. 178 5 x 129.14 x 1283.4 x 1307.5 x 1299.8 x1298.5 x 129.43 x 12I7.6 13 912 x12775 x 1275 2 x 1274.7 x12757 s. 1 Ary, ADAMS LANE' ji 1305.9 - x x 1301x5 PAO=1302.0 PAD=1302.4 2 PA0=1302.4 PA0=1:r02,4 PA0=13O1,0 PAP=1301.2 PA0.1,3015 PA.0-1295,3 PAD-1255.3 PA0=1292,3 PAD=1292.3 x 1274.5 _ __ -- tit- .S_. r-. x12728 ... � �c1127�171 ff I T.--- 8 cn (io) /o,,;13. ds NODE 1313.0 ACREAGE (AC.) FG 3.0 460 PA0-1293. 3 V 1-e11_1295,3 40 292. PAD=1302-0 x 12816 1 �/j��J�t 0/4 'qr PA0=1302.0 FA05,1303.5 FENNEL PEACE mo.1J1,7 5-7 PA0=1301.0 PA11=129S.9 PAD-1291.7 x 1274.6 x 12737 !J() ELEVATION PAD=12.95.2 PA0=1294.7 PAD=I291.4 F.,g.O� 1303.5 PA0=13112.4 PA0=1205,0 PA11,412.11 PAC,, 2" x 12755 x 127d8 1=A.n-1s�1.z 45 FSlr� 12,K7 Mat:1294.2 LEGEND -1295.9 P00=1290,9 x 1284.2 • • I Al IACT WC/ IS I= 44 m 1301.0 PA0=1294. p/ FAD= 203.0 1281:2 PAD=1290.7 PAC=130i1.5 PAP=1291,2 PAD=1290.4 .1P611-i 5,5 Cw4Ocf8 11278.5 x 1277.5 x 1276.7 x 1275.6 x 100 YEAR STORM FLOW RATE (cfs) LAND USE TRAVEL LENGTH (FT.) its t39 12750 1 I LSD=i?04.:9 P4O=1293.9 PAD-1290,2 x 1277.5 x1275I A0=1.305.6 !'f 1 1305.fi 30 PAD-1309.0 Pft0=1301.0 RED PEPPER PEACE Mk, 13 00.0 FAD=12$3,5 P140-12819.7 PA0=1205,a 118135 �7 PAD=1292.7 PAD=1291,0 PA0=1289.7 PA0=1290,2 PAD=1290.6 40 FAD=i2a0.6 x 1279.6 1276.7 12 18 PAD'itak 20 11085.3 35 141 oitome de 48 49 -12929 51 7 PA13=1287.4 1279.3 „Th 1300. 00048 .272 ids 29 Hi- 22 26 x 1278.6, ALLSPICE LANE Pax 5 1295.4 10 43 PAPRIKA LANE 22 PA0-4i86.1 'x1281.5 PAP,: 1312,2 PAD=1.12,5 F40=1312.9 )7 PAD=1307.5 PAO7' 1302,0 5,4.0r.1512, CLOVE PEACE 38 rAD.1302.r0 PA0-1211• 0 c#e 29 .30 1'RD-1259.0 PA0•-1205,0 P1'0.-1295.0 F'A19=• 121!.4,3 PA0=130'11 FA.0=1295.3 de FAD-123 1)i 121;0.5 • 4` .39 ,1)=131N,3 _ - s cam.-.r�'-.�- s I .1276.J zx. - :.per: I ---fi3--- -" ,.- apFl_Y9+3 '"Yt`� "�._ -_� ..,.. ._,. .. . , � 1�78.T� ......._ . -- •- .-: OUEEVARD - - - a.�• HP = HIGH POINT 5-7 = 5-7 DWELLING UNITS PER ACRE cfs = CUBIC FEET PER SECOND FG = FAIR GRASS COM = COMMERCIAL INDICATES SUBAREA BOUNDARY INDICATES FLOW DIRCTION x1276.6 PREPARED FOR: CORONA, CA 92879 (951) 817-3545 FAX (951) 817-3650 • 47 30 PANT 1300,2 311 9 PROJECT LOCATION daR 1 § § AVENUE AVENUE 1 AVENUE AVENUE § AVENUE AVENUE BASELINE ILLER 411/ At., AVENUE FOOTHILL BOULEVARD '1710/ AUTHORITY ARROW x HEMLOCK BEECH SULTANA UME Lm ffD DRIVE -171 VICINITY MAP NTS GRAPHIC SCALE 80 0 40 80 160 320 (Fmk DEVELththOPED HYDROLOGY MAP Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning 16866 Seville Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 434-1820 111 F1LFYAME: IA15947 Young Homos Lime I and Alime 1 Tr. 17885\DWG'AFINAL DESIGN \ EXHIBITS \ Hydrology and Hydroulics\DEVELOPED flYMOLOGY EXHIBIT.dwg