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HomeMy WebLinkAboutTract No. 18676 & 18676-1 Hydrology ReportALLAH]] ENGINEERING civil engineering land eurveYing land Planning Tract No. 18676 & 18676-1 Lime II Hydrology & Hydraulics Report January 30, 2012 Prepared For: PJRJ Lime Investments, LLC 10370 Trademark Street Rancho Cucamonga, CA. 91730 (909) 291-7600 Fax (909) 291-7633 Job # 15947 Prepared under the supervision of: Raymond J Allard, P.E. ACE 36052 Exp. 06-30-12 8253 Sierra 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 Developed Condition- 100, 25, 10, and 2 Year Storm Events Unit Hydrographs — Developed Condition Interim Condition Line "C" 100, 25, 10, and 2 Year Storm Events Ultimate Condition Line "E" 100, 25, 10, and 2 Year Storm Events Hydrograph Detention Basin Routing Interim Condition Line "C" Detention Basin Routing Input Parameters Detention Basin Volume Table Head vs Flow Graph WSPG Outlet Flows Detention Basin Routing 100, 25, 10, and 2 Year Storm Events Ultimate Condition Line "E" Detention Basin Routing Input Parameters Detention Basin Volume Table Head vs Flow Graph WSPG Outlet Flows Detention Basin Routing 100, 25, 10, and 2 Year Storm Events Hydraulic Calculations Line "A" -Laterals A, B, and C Line `B" Interim Condition Line "C" WSPG -Detention Basin Outlet Pipe (Line "C") -Onsite Storm Drain line Detention Basin Inlet Pipe (Line "A" & "B") Ultimate Condition Line "E" WSPG -Detention Basin Outlet Pipe (Line "E") Line "D" Miscellaneous Calculations - Street Water Depth Calculation at in -tract Catch Basins 1 &2 - In-tract Catch Basin Sizing CB# 1 &2 -Sultana Avenue Catch Basin Sizing CB#3 - Beech Avenue at Tract Entrance CB#4 - Beech Avenue at SANBAG CB#5 -Detention Basin Spillway Calculation -Sultana Avenue graded Road Side Swale (Interim Condition) -Sultana Avenue existing Road Side Swale -Emergency Overflow Channel in Park Hydrology Exhibits Predeveloped Hydrology Exhibit Developed Hydrology Exhibit Developed Flood Routing Exhibit Discussion Introduction Tract No. 18676/18676-1 Residential Project comprises an area of approximately 17.3 acres in the City of Fontana, San Bernardino County. The site lies north of Foothill Boulevard between Sultana Avenue and Beech 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 intensity Table Predeveloped Condtion 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event. AMC 2 2 2 2 Intensity 2 Year 5 Year 10 Year 25 Year Developed Condtion 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event AMC 3 3 3 3 Intensity 2 Year 10 Year 25 Year 100 Year Rainfall Intensities 1 Hourlin/hr 6 Hourfin/hr} 24 Hour lin/hri 100 Year Storm Event 1.49 3.85 9.00 25 Year Storm Event 1.18 3.05 6.87 10 Year Storm Event 0.98 2.60 5.70 5 Year Storm Event 0.88 2.25 4.75 2 Year Storm Event 0.65 1.75 3.30 Findings This tract will be built in two phases. The detention basin and storm drain infrastructure 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. The storm drain system connects Tr. 16271 and Tr. 16993 to Tr. I8676/Tr.18676-1. The system has a pair of sump catch basins located at the south easterly corner of the tract pick up all Tr. 18676/Tr.18676-1 runoff. The two catch basins have been sized to pick up the hundred year storm event. From there, the water flows into a 48"storm drain system that drains into a detention basin. The detention basin has a spillway and 18" P.V.C. interim outlet pipe that runs south down Sultana Avenue and drains into a graded roadside swale. The graded swale daylights to an existing swale that has capacity to handle the basin outlet flows. The proposed 18" P.V.C. outlet pipe and detention basin are designed to mitigate the 2, 10 25, and 100 year storms to 90% of the pre -developed for Tr. 18676/18676-1, Tr. 16271, and Tr. 16993. (see table on next page). In the event the two in -tract catch basins plug and fail, there are two emergency overflow outlets to prevent pad inundation. The primary overflow is achieved though the park south of lot 8 and drains out onto Beech Avenue. Water backs up into the park and overflows to Beech Avenue prior to pad inundation. Swale edges will be controlled with a wall and mow curb to add a sense of permanency. The second outlet allows for water to drain south through the park traveling behind lot 7 into the detention basin. The detention basin also has an ultimate 18" R.C.P. outlet pipe. This is designed to mitigate the 2, 10 25, and 100 year storms to 90% of the pre -developed for Tr. 18676/18676-1, Tr. 16271, and Tr. 16993. This outlet pipe will be plugged upon construction and unplugged and put into operation at time of completion of down stream master plan storm drain facilities. At the intersection of Spice Lane and Beech Avenue there is catch basin (CB #4). The catch basin is design as a flow by and will pick up 5 cfs of the 5.9 cfs tributary to it in a 100 year storm event. As the 0.9 cfs continues to flow down Beech Avenue to SANBAG right-of-way in the developed condition it increases to 5.1 cfs where it will be picked up by a catch basin with 18" R.C.P. this condition is considered interim until Beech Avenue is constructed. See the hydraulic calculations section of report for the two in -tract sump catch basins, Line "A", Line "B", interim Line "C" 18" PVC. interim detention basin outlet pipe, Line "E" 18" RCP ultimate detention basin outlet pipe, Line D, Sultana Avenue graded roadside swale, Sultana Avenue existing roadside swale, detention basin spillway, and emergency overflow swale though park sizing calculations. • Flow Comparaison Table Predeveloped Condition Storm Event Year Tr. 18676 17.5 Ac. (cfs) Tr. 16993 4.9 Ac. (cfs) Tr. 16271 4.9 Ac. (cfs) Total 27.3 Ac. (cfs) 90% Total Predeveloped Flow 27.3 Ac. (cfs) 100 18.8 5.3 5.3 29.4 26.5 25 13 3.6 3.6 20.2 18.2 10 10.1 2.8 2.8 15.7 14.1 2 3.6 1.0 1.0 5.6 5.0 Tr. 16993 and Tr. 16271 Predeveloped flows were determined from Tr. 18676 predeveloped rational method flow rates (cfs/ac) Developed Condition Storm Event Year 90% Total Predeveloped Flow 27.3 Ac. (cfs) Total Developed Flow 27.3 Ac. (cfs) Ultimate Condition Line "E" 18" RCP Basin outlet Pipe Outlet Flow (cfs) Interim Condition Line "C" 18" PVC Basin outlet Pipe Outlet Flow (cfs) 100 26.5 88.3 23.0 15.7 25 18.2 68.2 18.2 14.7 10 14.1 55.0 14.7 13.6 2 5.0 32.1 8.9 8.5 The total developed flow from the three tracts being 27.3 Ac was found by a developed unit-hydrograph EXISTING CONDITION TR.16993 •1oo=6.5 CFS TR.16271 Q100=10.3 CFS TOTAL Q100=16.8 CFS PREDEVELOPED 6.2 CFS CATCH BASIN DEVELOPED BEECH AVE. SOUTH OF CATCH BASIN AFTER 0.9 CFS PASSES CATCH BASIN FOR A TOTAL 5.1 CFS PREDEVLEOPED = 23.0 CFS DEVLEOPED = 5.1 CFS NOTE: .5.1 CFS DEVELOPED FLOW IS 88% LESS THAN THE PREDEVELOPED FLOW BEECH AVENUE STREET CAPACITY = 37 CFS 1"=200' BEECH AVENUE DRAINAGE EXHIBIT Prepared B- ALLAAD ENGINEERING Ova Empowering • land Sv.ga9 - land Mad, BSS 9mv Mow Fon CaE6m. 92725 (909) -1B15 Fax 15091 4941893 Hydrology Reference Material • '1( SAN BERNARDINO COUNTY HYDROLOGY MANUAL 1.411 1111.11•0•40 COLAITY C ROES Mal • moo SOIL SNOW SOYSIO•111. • SOIL CROUP DISMISSION ••••••••••••••••••—. SCONDAST CI ILOCATED SOURS • „..„.. ::.,-V..,...;'7.--7 --. •'-ieg• • i--r ' ' 1 ,-, s„.",,±..,,,,!,..;?.4....0".-4 24. •,- . . , A , •,,.., ,••••. ••••,,..044,-- ,?•1 ••- •,.... • r ,.., _1,-4 --,'::.51•-•,' ...•*'••'11 1- ,.....,:. i_,.....,1.. ..rte...,-4....7": ,:17:47',.. ...1...,••.....141;4:,....:. 77,N.-3‘:.!..7;y.'-ii..,,,."3.'"iv.^-,4•4,..''.-. • . .,,,..---;2.-L,:,.4.1,-„,...-i-47,-4 t....r$..: 1 :`,...17.7=4.: -5.4..7N-!........11,1,:i,;t:..i:., ,..• ...1:,.:.. .1 SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA C-26 FIGURE C-I3 T3 Y' T T2S T— r— a R2E ; T4N It 1{�' a i':.y��y - Ig . _ I. 5�'� : •9 se z, +, �" :; r. — era —Ct":41 .4t —le /His I i.e ... -' — ' ,rn.. ,'ti T . �i;r..�tl.al�1iii';,� V I d1si� '3F. -F• �� I 1/1 PL ... I ! _ram IE®7, illEL If - --- UPLIND r� � 7-- — !! l 7ri'p ` 4,111M II 411111 ON TARIOf.,...cS • COl IFIRRAIEWNibbh, "►rs a7;TA �MikVikvuoirtaillingtit*sk., • -0aitilippo- ogirr - - R2W — I R8W i I R7W R5w -R5W SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE I'r= 4 MILES CO INURES PRECIPITATION CINCNEEI _ •9 ' R2E FLOOD CAlIl110L VALLEY AREA NEMTETALS XI - 2 YEAR 6 HOUR 84.3, MI IIOAAfW R. WTI . FIGURE B-I TIS T T2S 4 I Jtom. .i nay s0 cry:jlli i ...f .ra,.....mdlernairiglihildailliiiiiiiiiiit, , . , dirattabak. IFORZEOLiili EZUMEMMPINTS777-74.1111.11 ivsmiles kr .iNg jaw � !�t�l�lr�■�a. ,,,_i_erEatin tre.r ,,,,,,nom Ar k oNrAtloa � ���Qr�.'I'", _ ,.40 rq—Ems.•; i tillititiatarniFTAFINAli arm '''r -.., t. Makit,:11 gitifilliirterlfrOMINIV-741 -.111Mglaillirar"."111"' iv' vin ._......,. ...Agaskimposk,_,_ , 'iiiiiirompg- i- -i- ,. IN" imigli ,th / ..,..itibiltik. as :. Nimejm, ;"1? I R8W i R7 SW - SAN BERNAROINO COUNTY L� R6W HYDROLOGY MANUAL REDUCED DRAWING SCALE I"= 4 MILES CO ISOLINES PRECIPITATION (INCHES) B—IO 3.0 R2E ,yy IN_ FDOra=AC VALLEY AREA t10NYETALS SA O?u*Aru MA4 L HOURM M71VwM o� r Httt Mn t FIGURE 8-2 73N T2N 1 — TIS T T2S 4- - T3S—=- i••t8W W • R6W RSW. R7W • R6 4W , SAN BERNARDINO COUNTY HYDROLOGY MANUAL �W R I REDUCED DRAWING SCALE I": 4 MILES 1 LyOONO LEO EPOCH ISOLINES PRECIPITATION (INCHES) B- I I RIE ' R2E y'_ —l4N •- r -t — I R SAN BERNANINO COUTY FLOOD CONTROL DISTRICT VALLEY AREA 13QHYETAL3 YR - 10 YEAR I HOUR RAM ON VIOL, ROAA Gut i.1t73 AI..OVED IN oat I ttALA I#IE r.z OINK NO. 3M It FIGURE B-3 le <dig% TIN _u__ TIS T2S T3S R6W le i { 1 xaa.: ///i pro 170 R2W alle:1611"m‘ oateeihn=r. �• .-'�1•� IQO+.;9 erg} i :imriricra mmoramonlimmi rireff I k p&Imor. Av. mow," is \irk. 3.3 SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE I" = 4 MILES • C! I'-$ PRECIPITATION (INCHES) 8-12 I-I(T3N MIE AM I�1 VALLEY (a rNMxTALS Yoe-I00 YEAR I HOUR MUM O. YtOC. IOai /1Y 1 ) 61e1Pm VI MVO L .o PAW ran FIGURE B-4 •O( TIS T T2S T3S I� R7W __—! l���y��� • `10 �u4att0� ..• �h+.-�l�lr� .61 t,---, Er b . �r mirionnima lgiro le •�.i\ 2_ R 6 W +- 4 R2E 1 ^T4N —1--I—I-1-- I_1._ i 1 ' 1. 0 '''. OilitAh& I i,I1.. TCI ; I \71 .140174611MIN •.. '3.0 rMr'-_'ti�I�RIE�I � ,�'4""' a libibira mow I - I—t- -R5W T • ( SAN BERNARDINO COUNTY ReW HYDROLOGY MANUAL i I 1 1 ER IDE a 1 ,`Y --I I— R4W 1 1 - - R2W REDUCED DRAWING SCALE I"= 4 MILES G0 ISOLIPIE3 PAECIPITATIOII (IMOIR{I B—I3 ,TIN — I IS s. _-� I —I - I- -I- --1 I R2E.,� I FtlOQ L• ASE T ALLEY AREA essIIKTus X3-IOOYEAR 6 HOUR WED OM 41104 MIA n.. i.... URI 111112 FIGURE B-5 T4N T T I T3 4 I _.. I. i.. s^ _ s• "Itor Alr• A i-ftzga 116 Atig 4.! R5Wso ••l„ R6w- - SAN BERNARDINO COUNTY HYDROLOGY MANUAL 'rso - T -, REDUCED DRAWING SCALE I".4 MILES G.0 i$l OOLLINES PRECIPITATION (IRONER) 13-14 R2E ,yy i1H r'T?N 4- u!• TIN 0 F ODrm° DISTRICT VALLEY AREA (sowrcru.s %. -100 YEAR 24 HOUR UM ON NlOC. N04CLAS e.ore Y..RER 6Y RATE INC LIMO I MA NO. tlliee..IG r.er MO-1 6 N I! FIGURE B-6 Rational Methods Predeveloped Condition- 100, 25, 10, and 2 Year Stornni Events • • **************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Tract 18676 * Predeveloped Condition * 100 Year Storm Event ************************************************************************** FILE NAME: 18676P.DAT TIME/DATE OF STUDY: 13:47 10/19/2010 * * * 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) = 1.1800 *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) 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. 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) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.00 DOWNSTREAM(FEET) = 1299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.835 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.729 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 FAIR COVER "GRASS" A 1.00 0.82 1.000 50 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.72 **************************************************************************** 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) = 1299.00 DOWNSTREAM(FEET) = 1292.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0182 CHANNEL FLOW THRU SUBAREA(CFS) = 1.72 FLOW VELOCITY(FEET/SEC) = 2.25 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 17.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.484 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.70 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 5.54 **************************************************************************** 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) = 1292.80 DOWNSTREAM(FEET) = 1289.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE 0.0121 • CHANNEL FLOW THRU SUBAREA(CFS) = 5.54 FLOW VELOCITY(FEET/SEC) = 2.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 975.00 FEET. **************************.************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «< MAINLINE Tc(MIN) = 19.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.312 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) A 5.40 0.82 1.000 LOSS RATE, Fp(INCH/HR) = 0.82 AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.40 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fp(INCH/HR) = 0.82 TOTAL AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = SCS CN 50 7.25 = 0.82 12.22 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 S »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1289.00 DOWNSTREAM(FEET) = 1286.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 605.00 CHANNEL SLOPE = 0.0048 CHANNEL FLOW THRU SUBAREA(CFS) = 12.22 FLOW VELOCITY(FEET/SEC) = 1.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.54 Tc(MIN.) = 25.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1580.00 FEET. • **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.991 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL FAIR COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = AREA Fp (ACRES) (INCH/HR) Ap SCS (DECIMAL) CN A 7.60 0.82 1.000 50 LOSS RATE, Fp(INCH/HR) = 0.82 AREA FRACTION, Ap = 1.000 7.60 SUBAREA RUNOFF(CFS) = 8.01 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 17.59 **************************************************************************** • • FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81: »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.991 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.100 32 NATURAL FAIR COVER "GRASS" A 0.30 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.438 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR) = 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = 18.76 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.50 TC(MIN.) = 25.10 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR)= 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.974 PEAK FLOW RATE(CFS) = 18.76 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ************************** * Tract 18676 * Predeveloped Condition * 25 Year Storm Event ************************************************************************** FILE NAME: 18676P25.DAT TIME/DATE OF STUDY: 13:54 10/19/2010 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) = 0.9800 *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) 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 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) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.00 DOWNSTREAM(FEET) = 1299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.835 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.266 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 FAIR COVER "GRASS" A 1.00 0.82 1.000 50 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.30 **************************************************************************** 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) = 1299.00 DOWNSTREAM(FEET) = 1292.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0182 CHANNEL FLOW THRU SUBAREA(CFS) = 1.30 FLOW VELOCITY(FEET/SEC) = 2.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 17.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.053 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (.INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.70 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.00 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 4.11 **************************************************************************** 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) = 1292.80 DOWNSTREAM(FEET) = 1289.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0121 • CHANNEL FLOW THRU SUBAREA(CFS) = 4.11 FLOW VELOCITY(FEET/SEC) = 2.21 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 19.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.902 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 5.40 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 8.86 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 4111 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1289.00 DOWNSTREAM(FEET) = 1286.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 605.00 CHANNEL SLOPE = 0.0048 CHANNEL FLOW THRU SUBAREA(CFS) = 8.86 FLOW VELOCITY(FEET/SEC) = 1.68 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.01 Tc(MIN.) = 25.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 7.60 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 5.49 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 12.07 ************************************************ • FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.100 32 NATURAL FAIR COVER "GRASS" A 0.30 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.84 SUBAREA. AVERAGE PERVIOUS AREA FRACTION, Ap = 0.438 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR) = 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = 12.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.50 TC(MIN.) = 25.87 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR)= 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.974 PEAK FLOW RATE(CFS) = 12.98 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 ************************** * Tract 18676 * Predeveloped Condition * 10 Year Storm Event ************************************************************************** DESCRIPTION OF STUDY ************************** FILE NAME: 18676P10.DAT TIME/DATE OF STUDY: 10:31 09/16/2010 * * * 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) = 0.8800 *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) 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 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) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.00 DOWNSTREAM(FEET) = 1299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.835 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.035 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 FAIR COVER "GRASS" A 1.00 0.82 1.000 50 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.09 **************************************************************************** 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) = 1299.00 DOWNSTREAM(FEET) = 1292.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0182 CHANNEL FLOW THRU SUBAREA(CFS) = 1.09 FLOW VELOCITY(FEET/SEC) = 2.06 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.75 Tc(MIN.) = 17.59 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF 'SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.59 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.838 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.70 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 3.39 **************************************************************************** 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) = 1292.80 DOWNSTREAM(FEET) = 1289.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0121 • CHANNEL FLOW THRU SUBAREA(CFS) = 3.39 FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) = 20.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.06 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.698 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 5.40 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 4 27 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES).= 9.10 PEAK FLOW RATE(CFS) = 7.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 4111 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< • ELEVATION DATA: UPSTREAM(FEET) = 1289.00 DOWNSTREAM(FEET) = 1286.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 605.00 CHANNEL SLOPE = 0.0048 CHANNEL FLOW THRU SUBAREA(CFS) = 7.19 FLOW VELOCITY(FEET/SEC) = 1.59 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.33 Tc(MIN.) = 26.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1580.00 FEET. **************************************************************************** FLOW.PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.39 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.441 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 7.60 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 4.24 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 9.33 **************************************************************************** • • FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.39 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.441 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.100 32 NATURAL FAIR COVER "GRASS" A 0.30 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap.= 0.438 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR) = 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = 10.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.50 TC(MIN.) = 26.39 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR)= 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.974 PEAK FLOW RATE(CFS) = 10.10 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ************************** * Tract 18676 * Predeveloped Condition * 2 Year Storm Event ************************************************************************** FILE NAME: 18676P2.DAT TIME/DATE OF STUDY: 11:24 10/20/2010 * * * 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) 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) 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 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) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 1307.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.835 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.503 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" A 1.00 0.82 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = = 1299.00 Ap (DECIMAL) 0.61 SCS Tc CN (MIN.) 50 14.83 **************************************************************************** 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) = 1299.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.61 FLOW VELOCITY(FEET/SEC) = 2.03 (PER LACFCD/RCFC&WCD HYDROLOGY TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 17.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 660. 1292.80 0.0182 MANUAL) 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) = 17.63 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.355 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) NATURAL FAIR COVER "GRASS" A 2.70 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 1.30 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 1.78 SCS .CN **************************************************************************** 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) = 1292.80 DOWNSTREAM(FEET) = 1289.00 t • • CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0121 CHANNEL FLOW THRU SUBAREA(CFS) = 1.78 FLOW VELOCITY(FEET/SEC) = 1.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 20.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.48 * 2 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL FAIR COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 5.40 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fp(INCH/HR) = 0.82 TOTAL AREA(ACRES) = 9.10 = 1.239 AREA Fp (ACRES) (INCH/HR) Ap SCS (DECIMAL) CN 5.40 0.82 1.000 RATE, Fp(INCH/HR) = 0.82 FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) =. 2.04 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) _ 50 0.82 3.43 **************************************************************************** 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) = 1289.00 DOWNSTREAM(FEET) = 1286.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 605.00 CHANNEL SLOPE = 0.0048 CHANNEL FLOW THRU SUBAREA(CFS) = 3.43 FLOW VELOCITY(FEET/SEC) = 1.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.53 Tc(MIN.) = 28.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 7.60 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 3.43 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE • • **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.100 32 NATURAL FAIR COVER "GRASS" A 0.30 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.438 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR) = 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = 3.58 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.50 TC(MIN.) = 28.00 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR)= 0.80 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.974 PEAK FLOW RATE(CFS) = 3.58 END OF RATIONAL METHOD ANALYSIS Developed Condition- 100, 25, 10, and 2 Year Storm Events • • **************************************************************************** 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 ************************** * Tract 18676 * Developed Condition * 100 Year Storm Event ************************************************************************** Analysis prepared by: Allard Enginering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ************************** FILE NAME: 18676D.DAT TIME/DATE OF STUDY: 22:24 03/30/2011 * * * 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 = 0.85 *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 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 20.0 10.0 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 **************************************************************************** 410 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 • • »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.892 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.394 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 2.70 0.80 0.500 52 9.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 9.71 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 9.71 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1294.00 STREET LENGTH(FEET) = 265.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 11.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.984 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 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 5.81 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 • • TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 14.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.37 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.65 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.52 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.644 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.130 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 3 USED) <«< UPSTREAM ELEVATION(FEET) = 1297.30 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 9.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.586 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) = 1.51 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap 0.50 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.59 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.52 ** CONFLUENCE DATA STREAM Q NUMBER 1 2 ** Tc Intensity (CFS) (MIN.) (INCH/HR) 14.52 11.65 3.984 4.52 9.21 4.586 Fp (Fm ) (INCH/HR) 0.80( 0.40) 0.80( 0.40) Ap Ae (ACRES) 0.50 4.5 0.50 1.2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO HEADWATER NODE 10.00 40.00 • • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER (CFS) (MIN.) (INCH/HR) 1 17.94 9.21 4.586 2 18.39 11.65 3.984 ** Intensity Fp(Fm) Ap (INCH/HR) 0.80( 0.40) 0.50 0.80( 0.40) 0.50 Ae HEADWATER (ACRES) NODE 4.8 40.00 5.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.39 Tc(MIN.) = 11.65 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.65 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.39 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.683 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.114 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 7.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • • • »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.50 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.601 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) = 4.72 9.16 AREA Fp Ap SCS (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) = 2.65 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 = 0.80 AREA -AVERAGED Ap = 0.50 1.5 PEAK FLOW RATE(CFS) = 5.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) 13.25 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.16 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) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.67 • • • ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.94 9.21 4.586 0.80( 0.40) 0.50 4.8 40.00 1 18.39 11.65 3.984 0.80( 0.40) 0.50 5.7 10.00 2 5.67 9.16 4.601 0.80( 0.40) 0.50 1.5 60.00 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 23.58 9.16 4.601 0.80( 0.40) 0.50 6.2 60.00 2 23.59 9.21 4.586 0.80( 0.40) 0.50 6.3 40.00 3 23.23 11.65 3.984 0.80( 0.40) 0.50 7.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.59 Tc(MIN.) = 9.21 EFFECTIVE AREA(ACRES) = 6.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.00 DOWNSTREAM ELEVATION(FEET) = 1289.10 STREET LENGTH(FEET) = 210.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.98 STREET FLOW TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 9.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.369 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) = 2.86 EFFECTIVE AREA(ACRES) = 7.06 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 25.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.29 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.369 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 2.20 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) = 2.20 SUBAREA RUNOFF(CFS) = 7.86 EFFECTIVE AREA(ACRES) = 9.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.2 PEAK FLOW RATE(CFS) = 33.09 ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER 1 2 3 (CFS) (MIN.) 33.11 9.94 33.09 9.99 31.53 12.43 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.50 Intensity (INCH/HR) 4.383 4.369 3.833 Fp(Fm) Ap (INCH/HR) 0.80( 0.40) 0.50 0.80( 0.40) 0.50 0.80( 0.40) 0.50 Ae HEADWATER (ACRES) NODE 9.2 60.00 9.3 40.00 10.2 10.00 33.11 Tc(MIN.) = 9.94 = 0.40 AREA -AVERAGED Fp(INCH/HR) EFFECTIVE AREA(ACRES) = 9.23 = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.10 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 190.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.46 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.91 STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 10.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.158 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) = 2.71 EFFECTIVE AREA(ACRES) = 10.03 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 33.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.49 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 4.16 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 10.03 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.95 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.10 DOWNSTREAM(FEET) = 1290.20 • • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.639 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.132 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 4.26 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.26 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.20 DOWNSTREAM ELEVATION(FEET) = 1287.80 STREET LENGTH(FEET) = 210.00 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 = 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 9.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.641 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) = 4.58 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.13 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 435.00 FEET. • • **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.80 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 75.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 9.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.443 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 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 9.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.90 FLOW VELOCITY(FEET/SEC.) = 1.87 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 9.71 RAINFALL INTENSITY(INCH/HR) = 4.44 AREA -AVERAGED Fm(INCH/HR) = 0.40 • • • AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.83 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.95 10.85 4.158 0.80( 0.40) 0.50 10.0 60.00 1 33.93 10.90 4.146 0.80( 0.40) 0.50 10.1 40.00 1 32.39 13.36 3.670 0.80( 0.40) 0.50 11.0 10.00 2 9.83 9.71 4.443 0.80( 0.40) 0.50 2.7 100.00 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 42.53 9.71 4.443 0.80( 0.40) 0.50 11.7 100.00 2 43.08 10.85 4.158 0.80( 0.40) 0.50 12.7 60.00 3 43.04 10.90 4.146 0.80( 0.40) 0.50 12.8 40.00 4 40.35 13.36 3.670 0.80( 0.40) 0.50 13.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.08 Tc(MIN.) = 10.85 EFFECTIVE AREA(ACRES) = 12.73 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1283.50 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.19 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.08 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 1405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.063 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN • • NATURAL POOR COVER "BARREN" A 0.80 0.14 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS. AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.82 EFFECTIVE AREA(ACRES) = 13.53 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 44.82 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 11.27 RAINFALL INTENSITY(INCH/HR) = 4.06 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 13.53 TOTAL STREAM AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.82 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 4.29 EFFECTIVE AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STREET TABLE SECTION # 1 USED)< «< UPSTREAM ELEVATION(FEET) = 1304.70 DOWNSTREAM ELEVATION(FEET) = 1297.40 STREET LENGTH(FEET) = 600.00 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 • • • MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.91 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 14.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.563 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.68 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 12.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)< «< UPSTREAM ELEVATION(FEET) = 1297.40 DOWNSTREAM ELEVATION(FEET) = 1288.10 STREET LENGTH(FEET) = 710.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.91 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 4.02 Tc(MIN.) = 18.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN • • • COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 141.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.10 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.37 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.11 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.11 RAINFALL INTENSITY(INCH/HR) = 3.06 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 44.36 10.14 1 44.82 11.27 1 44.77 11.33 1 41.99 13.78 2 5.37 18.11 Intensity (INCH/HR) 4.330 4.063 4.052 3.601 3.057 Fp(Fm) (INCH/HR) 0.72( 0.38) 0.72( 0.38) 0.72( 0.38) 0.73( 0.38) 0.80( 0.08) 0.53 0.53 0.53 0.53 0.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Ap Ae (ACRES) 12.5 13.5 13.6 14.5 2.0 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 • ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) 1 48.65 2 49.29 3 49.25 4 46.83 5 40.25 Intensity (MIN.) (INCH/HR) 10.14 4.330 11.27 4.063 11.33 4.052 13.78 3.601 18.11 3.057 Fp(Fm) (INCH/HR) 0.72( 0.36) 0.72( 0.36) 0.72( 0.36) 0.73( 0.35) 0.73( 0.35) Ap Ae HEADWATER (ACRES) NODE 0.50 13.6 100.00 0.49 14.8 60.00 0.49 14.8 40.00 0.49 16.0 10.00 0.48 16.5 11.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.29 Tc(MIN.) = 11.27 EFFECTIVE AREA(ACRES) = 14.78 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.5 TC(MIN.) = 11.27 EFFECTIVE AREA(ACRES) = 14.78 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.493 PEAK FLOW RATE(CFS) = 49.29 ** PEAK STREAM NUMBER 1 2 3 4 5 FLOW RATE TABLE Q Tc (CFS) (MIN.) 48.65 10.14 49.29 11.27 49.25 11.33 46.83 13.78 40.25 18.11 ** Intensity (INCH/HR) 4.330 4.063 4.052 3.601 3.057 0.36 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.72( 0.36) 0.50 13.6 100.00 0.72( 0.36) 0.49 14.8 60.00 0.72( 0.36) 0.49 14.8 40.00 0.73( 0.35) 0.49 16.0 10.00 0.73( 0.35) 0.48 16.5 11.00 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ************************** * Tract 18676 * Developed Condition * 25 Year Storm Event ************************************************************************** FILE NAME: 18676D.DAT TIME/DATE OF STUDY: 15:49 09/23/2011 * * 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 = 0.85 *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 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 20.0 10.0 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 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.40 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.892 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.480 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 2.70 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) 1296.00 Ap SCS Tc (DECIMAL) CN (MIN.) 0.80 0.500 52 9.89 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 7.49 2.70 PEAK FLOW RATE(CFS) _ 7.49 FLOW PROCESS FROM NODE 20.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STREET TABLE SECTION # 3 USED)< «< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1294.00 STREET LENGTH(FEET) = 265.00 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) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 11.76 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.137 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 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 4.44 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.40. AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 • • TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 11.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.73 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.76 RAINFALL INTENSITY(INCH/HR) = 3.14 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.09 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.644 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.062 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.64 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.30 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.607 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.47 3.22 9.32 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 0.500 0.80 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.32 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) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 ** CONFLUENCE DATA STREAM Q NUMBER 1 2 ** Tc (CFS) (MIN.) 11.09 11.76 3.47 9.32 Intensity Fp(Fm) Ap (INCH/HR) (INCH/HR) 3.137 0.80( 0.40) 0.50 3.607 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Ae HEADWATER (ACRES) NODE 4.5 1.2 10.00 40.00 • • 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 13.77 9.32 3.607 0.80( 0.40) 0.50 4.8 40.00 2 14.05 11.76 3.137 0.80( 0.40) 0.50 5.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.05 Tc(MIN.) = 11.76 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.76 RAINFALL INTENSITY(INCH/HR) = 3.14 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.05 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.683 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.050 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 7.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.63 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • • • »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297 50 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 9.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.619 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) = 2.03 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.92 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.27 RAINFALL INTENSITY(INCH/HR) = 3.62 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 • • • ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.77 9.32 3.607 0.80( 0.40) 0.50 4.8 40.00 1 14.05 11.76 3.137 0.80( 0.40) 0.50 5.7 10.00 2 4.35 9.27 3.619 0.80( 0.40) 0.50 1.5 60.00 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 18.09 9.27 3.619 0.80( 0.40) 0.50 6.2 60.00 2 18.10 9.32 3.607 0.80( 0.40) 0.50 6.3 40.00 3 17.75 11.76 3.137 0.80( 0.40) 0.50 7.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.10 Tc(MIN.) = 9.32 EFFECTIVE AREA(ACRES) = 6.27 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION# 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.00 DOWNSTREAM ELEVATION(FEET) = 1289.10 STREET LENGTH(FEET) = 210.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 10.14 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.428 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) = 2.18 EFFECTIVE AREA(ACRES) = 7.07 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 19.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.14 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.428 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 2.20 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) = 2.20 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 9.27 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.2 PEAK FLOW RATE(CFS) = 25.27 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.29 10.09 3.439 0.80( 0.40) 0.50 9.2 60.00 2 25.27 10.14 3.428 0.80( 0.40) 0.50 9.3 40.00 3 24.00 12.59 3.012 0.80( 0.40) 0.50 10.2 10.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 25.29 Tc(MIN.) = 10.09 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 9.24 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.50 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 190.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.50 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 11.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.261 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) = 2.06 EFFECTIVE AREA(ACRES) = 10.04 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 25.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.26 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 11.02 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 10.04 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.87 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.10 DOWNSTREAM(FEET) = 1290.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 • • • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.639 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.064 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.30 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.20 DOWNSTREAM ELEVATION(FEET) = 1287.80 STREET LENGTH(FEET) = 210.00 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 = 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 9.12 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.654 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) = 3.52 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.86 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 435.00 FEET. • • ***.************************************************************************* FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.80 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 75.00 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) _ Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 9.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.490 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 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 7.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.34 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 9.84 RAINFALL INTENSITY(INCH/HR) = 3.49 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 • • AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM NUMBER 1 1 1 2 Q Tc Intensity (CFS) (MIN.) (INCH/HR) 25.87 11.02 3.261 25.86 11.08 3.252 24.62 13.53 2.885 7.51 9.84 3.490 7.51 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.80( 0.40) 0.50 10.0 0.80( 0.40) 0.50 10.1 0.80( 0.40) 0.50 11.0 0.80( 0.40) 0.50 2.7 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER 1 2 3 4 (CFS) (MIN.) (INCH/HR) 32.47 9.84 3.490 32.83 11.02 3.261 32.79 11.08 3.252 30.66 13.53 2.885 ** Intensity Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.80( 0.40) 0.50 11.7 0.80( 0.40) 0.50 12.7 0.80( 0.40) 0.50 12.8 0.80( 0.40) 0.50 13.7 HEADWATER NODE 60.00 40.00 10.00 100.00 HEADWATER NODE 100.00 60.00 40.00 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.83 Tc(MIN.) = 11.02 EFFECTIVE AREA(ACRES) = 12.74 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 1283.50 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.50 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.83 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 1405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.48 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.183 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER Fp Ap SCS (INCH/HR) (DECIMAL) CN • • • "BARREN" A 0.80 0.14 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 13.54 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 34.12 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 11.48 RAINFALL INTENSITY(INCH/HR) = 3.18 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 13.54 TOTAL STREAM AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.12 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 3.40 EFFECTIVE AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1304.70 DOWNSTREAM ELEVATION(FEET) = 1297.40 STREET LENGTH(FEET) = 600.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 • • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 3.98 Tc(MIN.) = 14.26 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.794 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.47 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.51 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 12.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.40 DOWNSTREAM ELEVATION(FEET) = 1288.10 STREET LENGTH(FEET) = 710.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 18.52 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) = 1.45 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) _. 11.60 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 141.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.10 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.16 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.59 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.59 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 33.83 10.30 1 34.12 11.48 1 34.08 11.53 1 31.89. 13.98 2 4.16 18.59 RAINFALL INTENSITY CONFLUENCE FORMULA Intensity Fp(Fm) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 3.397 0.72( 0.38) 0.53 12.5 100.00 3.183 0.72( 0.38) 0.53 13.5 60.00 3.174 0.72( 0.38) 0.53 13.6 40.00 2.827 0.73( 0.38) 0.53 14.5 10.00 2.383 0.80( 0.08) 0.10 2.0 11.00 AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. • ** PEAK STREAM NUMBER 1 2 3 4 5 FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) Ap Ae HEADWATER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 37.15 10.30 3.397 0.72( 0.36) 0.50 13.6 100.00 37.58 11.48 3.183 0.72( 0.36) 0.49 14.8 60.00 37.55 11.53 3.174 0.72( 0.36) 0.49 14.8 40.00 35.62 13.98 2.827 0.73( 0.36) 0.49 16.0 10.00 30.25 18.59 2.383 0.73( 0.35) 0.48 16.5 11.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.58 Tc(MIN.) = 11.48 EFFECTIVE AREA(ACRES) = 14.78 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 37.15 10.30 2 37.58 11.48 3 37.55 11.53 4 35.62 13.98 5 30.25 18.59 16.5 TC(MIN.) = 11.48 14.78 AREA -AVERAGED Fm(INCH/HR)= 0.36 = 0.72 AREA -AVERAGED Ap = 0.494 37.58 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 3.397 0.72( 0.36) 0.50 13.6 3.183 0.72( 0.36) 0.49 14.8 3.174 0.72( 0.36) 0.49 14.8 2.827 0.73( 0.36) 0.49 16.0 2.383 0.73( 0.35) 0.48 16.5 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Tract 18676 * * Developed Condition * 10 Year Storm Event ************************************************************************** FILE NAME: 18676D.DAT TIME/DATE OF STUDY: 02:45 03/31/2011 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 = 0.85 *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 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 20.0 10.0 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 10.00 TO NODE 20.00 IS CODE = 21 1111 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • • INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.892 * 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.70 0.80 0.500 52 9.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1294.00 STREET LENGTH(FEET) = 265.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 11.88 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.590 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 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 3.55 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 • • • TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) _ 8.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.48 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.88 RAINFALL INTENSITY(INCH/HR) = 2.59 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.88 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.644 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.374 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.14 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.30 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0 0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 9.39 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.983 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE A ) = 2.61 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 0.40 0.80 0.500 52 0.0150 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) = 0.93 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.39 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) = 1.20 TOTAL STREAM.AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.79 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 8.88 11.88 2.590 0.80( 0.40) 0.50 2 2.79 9.39 2.983 0.80( 0.40) 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Ae (ACRES) 4.5 1.2 HEADWATER NODE 10.00 40.00 • • • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 11.07 9.39 2.983 2 11.25 11.88 2.590 Fp(Fm) Ap (INCH/HR) 0.80( 0.40) 0.50 0.80( 0.40) 0.50 Ae (ACRES) 4.8 5.7 HEADWATER NODE 40.00 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.25 Tc(MIN.) = 11.88 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 11.88 RAINFALL INTENSITY(INCH/HR) = 2.59 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.25 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.683 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.363 SUBAREA Tc AND 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 0.80 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) = 2.14 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.14 SCS Tc CN (MIN.) 52 7.68 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • • • »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.50 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 9.36 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.989 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) = 1.63 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.86 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 2.99 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 • • ** CONFLUENCE DATA ** STREAM Q Tc NUMBER 1 1 2 (CFS) (MIN.) 11.07 9.39 11.25 11.88 3.50 9.36 Intensity (INCH/HR) 2.983 2.590 2.989 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.80( 0.40) 0.50 4.8 40.00 0.80( 0.40) 0.50 5.7 10.00 0.80( 0.40) 0.50 1.5 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER 1 2 3 ** Intensity Fp(Fm) Ap (CFS) (MIN.) (INCH/HR) (INCH/HR) 14.55 9.36 2.989 0.80( 0.40) 0.50 14.56 9.39 2.983 0.80( 0.40) 0.50 14.21 11.88 2.590 0.80( 0.40) 0.50 Ae HEADWATER (ACRES) NODE 6.2 60.00 6.3 40.00 7.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.56 Tc(MIN.) = 9.39 EFFECTIVE AREA(ACRES) = 6.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1294.00 DOWNSTREAM ELEVATION(FEET) = 1289.10 STREET LENGTH(FEET) = 210.00 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) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 10.25 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.830 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL 15.43 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.0150 • • • "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) = 1.75 EFFECTIVE AREA(ACRES) = 7.06 AREA -AVERAGED Fin(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 15.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.40 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.25 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.830 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 2.20 0.80 0.500 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 2.20 SUBAREA RUNOFF(CFS) = 4 81 9.26 AREA -AVERAGED Fm(INCH/HR) = = 0.80 AREA -AVERAGED Ap = 0.50 10.2 PEAK FLOW RATE(CFS) = • 0.40 20.26 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 130.00 IS CODE 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STREET TABLE SECTION # 3 USED) « «< UPSTREAM ELEVATION(FEET) = 1289.10 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 190.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 21.07 • • • PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 11.32 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 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) = 1.63 EFFECTIVE AREA(ACRES) = 10.06 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 20.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.40 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 11.32 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 10.06 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.53 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.10 DOWNSTREAM(FEET) = 1290.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.639 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.375 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.68 • • • **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.20 DOWNSTREAM ELEVATION(FEET) = 1287.80 STREET LENGTH(FEET) = 210.00 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 = 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) _ * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.019 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) = 4.10 9.20 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) A 1.20 0.80 0.500 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.500 1.20 SUBAREA RUNOFF(CFS) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 2.2 PEAK FLOW RATE(CFS) = 2.8 SCS CN 52 3 = 0.40 5.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.95 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.80 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 75.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 9.96 * 10 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 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 6.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.09 FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 9.96 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) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.03 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.54 11.28 2.671 0.80( 0.40) 0.50 10.0 60.00 1 20.53 11.32 2.666 0.80( 0.40) 0.50 10.1 40.00 1 19.46 13.83 2.364 0.80( 0.40) 0.50 11.0 10.00 • • 2 6.03 9.96 2.878 0.80( 0.40) 0.50 2.7 100.00 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 25.81 9.96 2.878 0.80( 0.40) 0.50 11.6 100.00 2 26.06 11.28 2.671 0.80( 0.40) 0.50 12.7 60.00 3 26.04 11.32 2.666 0.80( 0.40) 0.50 12.8 40.00 4 24.24 13.83 2.364 0.80( 0.40) 0.50 13.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.06 Tc(MIN.) = 11.28 EFFECTIVE AREA(ACRES) = 12.74 AREA -AVERAGED Fm(INCH/HR)= 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1283.50 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.23 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.06 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 11.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 1405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.75 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.606 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 0.80 0.14 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.78 EFFECTIVE AREA(ACRES) = 13.54 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 27.10 4111 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 11.75 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 13.54 TOTAL STREAM AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 2.82 EFFECTIVE AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)< «< UPSTREAM ELEVATION(FEET) = 1304.70 DOWNSTREAM ELEVATION(FEET) = 1297.40 STREET LENGTH(FEET) = 600.00 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) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 14.40 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.307 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 0.0150 • • • LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 12.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.40 DOWNSTREAM ELEVATION(FEET) = 1288.10 STREET LENGTH(FEET) = 710.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 18.91 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.960 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) 1.18 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.66 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1820.00 FEET. • • • FLOW PROCESS FROM NODE 13.00 TO NODE 141.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.10 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.38 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 11.00 TO NODE 18.98 141.00 = 1870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.98 RAINFALL INTENSITY(INCH/HR) = 1.95 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA STREAM Q NUMBER (CFS) 1 26.91 1 27.10 1 27.08 1 25.22 2 3.38 RAINFALL INTENSITY CONFLUENCE FORMULA ** PEAK FLOW RATE STREAM Q NUMBER (CFS) 1 29.61 2 29.92 3 29.90 4 28.26 5 23.88 ** Tc Intensity (MIN.) (INCH/HR) 10.43 2.800 11.75 2.606 11.79 2.602 14.31 2.316 18.98 1.955 Fp(Fm) (INCH/HR) 0.72( 0.38) 0.72( 0.38) 0.72( 0.38) 0.73( 0.38) 0.80( 0.08) Ap Ae HEADWATER (ACRES) NODE 0.53 12.4 100.00 0.53 13.5 60.00 0.53 13.6 40.00 0.53 14.5 10.00 0.10 2.0 11.00 AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. TABLE ** Tc Intensity (MIN.) (INCH/HR) 10.43 2.800 11.75 2.606 11.79 2.602 14.31 2.316 18.98 1.955 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.72( 0.36) 0.50 13.5 0.72( 0.36) 0.49 14.8 0.72( 0.36) 0.49 14.8 0.73( 0.36) 0.49 16.0 0.73( 0.35) 0.48 16.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.92 Tc(MIN.) = 11.75 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 • EFFECTIVE AREA(ACRES) = 14.78 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) ** PEAK FLOW STREAM NUMBER 1 2 3 16.5 TC(MIN.) = 11.75 14.78 AREA -AVERAGED Fm(INCH/HR)= 0.36 0.72 AREA -AVERAGED Ap = 0.494 29.92 ** Intensity (CFS) (MIN.) (INCH/HR) 29.61 10.43 2.800 29.92 11.75 2.606 29.90 11.79 2.602 4 28.26 14.31 2.316 5 23.88 18.98 1.955 RATE Q TABLE Tc Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.72( 0.36) 0.50 13.5 0.72( 0.36) 0.49 14.8 0.72( 0.36) 0.49 14.8 0.73( 0.36) 0.49 16.0 0.73( 0.35) 0.48 16.5 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ************************** * Tract 18676 * Developed Condition * 2 Year Storm Event ************************************************************************** FILE NAME: 18676D.DAT TIME/DATE OF STUDY: 02:48 03/31/2011 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 = 0.85 *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 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 3 20.0 10.0 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 10.00 TO NODE 20.00 IS CODE = 21 S »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.40 DOWNSTREAM(FEET) = 1296.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.892 * 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.70 0.80 0.500 52 9.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS. AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 3.69 FLOW PROCESS FROM NODE 20.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED)< «< UPSTREAM ELEVATION(FEET) = 1296.00 DOWNSTREAM ELEVATION(FEET) = 1294.00 STREET LENGTH(FEET) = 265.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 12.12 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.697 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 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 2.11 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 • • • TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.90 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.644 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.238 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.30 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 9.59 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.953 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) = 0.56 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.04 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.59 RAINFALL INTENSITY(INCH/HR) = 1.95 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.68 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.26 12.12 2 1.68 9.59 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.697 0.80( 0.40) 1.953 0.80( 0.40) 0.50 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Ap Ae (ACRES) 4.5 1.2 HEADWATER NODE 10.00 40.00 • • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 6.66 9.59 1.953 2 6.67 12.12 1.697 Fp(Fm) (INCH/HR) 0.80( 0.40) 0.80( 0.40) Ap Ae HEADWATER (ACRES) NODE 0.50 4.8 40.00 0.50 5.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.67 Tc(MIN.) = 12.12 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.67 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1297.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.683 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.231 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 0.80 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = Ap SCS Tc (DECIMAL) CN (MIN.) 0.500 52 7.68 1.32 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • • • »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1297.50 DOWNSTREAM ELEVATION(FEET) = 1294.00 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 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 9.55 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.958 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) = 0.98 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.74 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 80.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 9.55 RAINFALL INTENSITY(INCH/HR) = 1.96 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 • • • ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER 1 1 2 (CFS) (MIN.) (INCH/HR) 6.66 9.59 1.953 6.67 12.12 1.697 2.11 9.55 1.958 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.80( 0.40) 0.50 4.8 40.00 0.80( 0.40) 0.50 5.7 10.00 0.80( 0.40) 0.50 1.5 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER 1 2 3 ** Intensity (CFS) (MIN.) (INCH/HR) 8.76 9.55 1.958 8.76 9.59 1.953 8.42 12.12 1.697 Fp(Fm) Ap (INCH/HR) 0.80( 0.40) 0.50 0.80( 0.40) 0.50 0.80( 0.40) 0.50 Ae (ACRES) 6.2 6.3 7.2 HEADWATER NODE 60.00 40.00 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.76 Tc(MIN.) = 9.59 EFFECTIVE AREA(ACRES) = 6.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) «<« UPSTREAM ELEVATION(FEET) = 1294.00 DOWNSTREAM ELEVATION(FEET) = 1289.10 STREET LENGTH(FEET) = 210.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **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.) = 3.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.57 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.842 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 9.28 Ap SCS (DECIMAL) CN • • • "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) = 1.04 EFFECTIVE AREA(ACRES) = 7.06 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 9.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.57 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.842 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. 2.20 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) = 2.20 SUBAREA RUNOFF(CFS) = 2.86 EFFECTIVE AREA(ACRES) = 9.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.2 PEAK FLOW RATE(CFS) = 12.04 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.05 10.53 1.847 0.80( 0.40) 0.50 9.2 60.00 2 12.04 10.57 1.842 0.80( 0.40) 0.50 9.3 40.00 3 11.22 13.10 1.620 0.80( 0.40) 0.50 10.2 10.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 12.05 Tc(MIN.) = 10.53 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 9.24 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1289.10 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 190.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 11.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.730 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) = 0.96 EFFECTIVE AREA(ACRES) = 10.04 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 12.05 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.88 FLOW VELOCITY(FEET/SEC.) = 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 11.74 RAINFALL INTENSITY(INCH/HR) = 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 10.04 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.05 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 1294.10 DOWNSTREAM(FEET) = 1290.20 • • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.639 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.239 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 7.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««c »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1290.20 DOWNSTREAM ELEVATION(FEET) = 1287.80 STREET LENGTH(FEET) = 210.00 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 = 2 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 0.0150. **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 9.36 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.981 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) = 1.71 EFFECTIVE AREA(ACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 435.00 FEET. • • • **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1287.80 DOWNSTREAM ELEVATION(FEET) = 1287.50 STREET LENGTH(FEET) = 75.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.64 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 10.23 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.879 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 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 3.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 1.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA -AVERAGED Fm(INCH/HR) = 0.40 • • • AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA STREAM Q ** Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 12.05 11.74 1.730 0.80( 0.40) 1 12.04 11.78 1.726 0.80( 0.40) 1 11.25 14.34. 1.534 0.80( 0.40) 2 3.60 10.23 1.879 0.80( 0.40) 3.60 Fp(Fm) Ap Ae HEADWATER (ACRES) NODE 0.50 0.50 0.50 0.50 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 15.27 10.23 1.879 2 15.29 11.74 1.730 3 15.27 11.78 1.726 4 14.01 14.34 1.534 Fp(Fm) (INCH/HR) 0.80( 0.40) 0.50 0.80( 0.40) 0.50 0.80( 0.40) 0.50 0.80( 0.40) 0.50 10.0 10.1 11.0 2.7 60.00 40.00 10.00 100.00 Ap Ae HEADWATER (ACRES) NODE 11.4 100.00 12.7 60.00 12.8 40.00 13.7 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.29 Tc(MIN.) = 11.74 EFFECTIVE AREA(ACRES) = 12.74 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 1145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1283.50 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.29 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 1405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.28 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.684 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) Fp Ap SCS (INCH/HR) (DECIMAL) CN • NATURAL POOR COVER "BARREN" A 0.80 0.14 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 13.54 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 14.5 PEAK FLOW RATE(CFS) = 15.86 ** PEAK FLOW RATE TABLE STREAM 4 Tc NUMBER (CFS) (MIN.) 1 15.88 10.77 2 15.86 12.28 3 15.84 12.32 4 14.57 14.89 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.53 ** Intensity (INCH/HR) 1.822 1. 684 1.680 1.500 Fp(Fm) Ap (INCH/HR) 0.72( 0.38) 0.53 0.72( 0.38) 0.53 0.72( 0.38) 0.53 0.73( 0.38) 0.53 Ae (ACRES) 12.2 13.5 13.6 14.5 15.88 Tc(MIN.) = 10.77 0.38 AREA -AVERAGED Fp(INCH/HR) EFFECTIVE AREA(ACRES) = 12.25 HEADWATER NODE 100.00 60.00 40.00 10.00 = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 10.77 RAINFALL INTENSITY(INCH/HR) = 1.82 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 12.25 TOTAL STREAM AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.88 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 1.87 EFFECTIVE AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 63 4I/1 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< • • UPSTREAM ELEVATION(FEET) = 1304.70 DOWNSTREAM ELEVATION(FEET) = 1297.40 STREET LENGTH(FEET) = 600.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 4.56 Tc(MIN.) = 14.84 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.503 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.91 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 12.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1297.40 DOWNSTREAM ELEVATION(FEET) = 1288.10 STREET LENGTH(FEET) = 710.00 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 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.81 • • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 4.95 Tc(MIN.) = 19.79 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.264 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) = 0.75 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 141.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1284.10 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =1 PIPE-FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 19.88 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 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.) = 19.88 RAINFALL INTENSITY(INCH/HR) = 1.26 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 • ** CONFLUENCE DATA STREAM Q Tc NUMBER (CFS) (MIN.) 1 15.88 10.77 1 15.86 12.28 1 15.84 12.32 1 14.57 14.89 2 2.13 19.88 ** Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.822 0.72( 0.38) 1.684 0.72( 0.38) 1.680 0.72( 0.38) 1.500 0.73( 0.38) 1.261 0.80( 0.08) 0.53 0.53 0.53 0.53 0.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 5 FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 17.59 10.77 1.822 17.65 12.28 1.684 17.63 12.32 1.680 16.49 14.89 1.500 13.58 19.88 1.261 Fp(Fm) Ap (INCH/HR) 0.72( 0.36) 0.50 0.72( 0.36) 0.49 0.72( 0.36) 0.49 0.73( 0.36) 0.49 0.73( 0.35) 0.48 Ap Ae (ACRES) 12.2 13.5 13.6 14.5 2.0 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 Ae HEADWATER (ACRES) NODE 13.3 100.00 14.8 60.00 14.8 40.00 16.0 10.00 16.5 11.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.65 Tc(MIN.) = 12.28 EFFECTIVE AREA(ACRES) = 14.78 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 141.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER (CFS) (MIN.) 1 17.59 10.77 2 17.65 12.28 3 17.63 12.32 4 16.49 14.89 5 13.58 19.88 16.5 TC(MIN.) = 12.28 14.78 AREA -AVERAGED Fm(INCH/HR)= = 0.72 AREA -AVERAGED Ap = 0.494 17.65 ** Intensity (INCH/HR) 1.822 1.684 1.680 1.500 1.261 Fp(Fm) (INCH/HR) 0.72( 0.36) 0.72( 0.36) 0.72( 0.36) 0.73( 0.36) 0.73( 0.35) 0.50 0.49 0.49 0.49 0.48 Ap Ae (ACRES) 13.3 14.8 14.8 16.0 16.5 0.36 HEADWATER NODE 100.00 60.00 40.00 10.00 11.00 END OF RATIONAL METHOD ANALYSIS Beech Avenue • • • **************************************************************************** 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 ************************** * Tract 18676 Beech Ave Only * Developed Condition * 100 Year Storm Event ************************************************************************** FILE NAME: 18676DB.DAT TIME/DATE OF STUDY: 11:13 05/07/2012 * * * 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 = 0.85 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.490 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.4900 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *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 33.0 15.0 0.020/0.020/0.020 0.67 ' 1.50 0.0313 0.140 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 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 0.00 TO NODE 1.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1317.10 DOWNSTREAM(FEET) = 1312.40 • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.940 * 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.) COMMERCIAL A 0.80 0.80 0.100 52 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1312.40 DOWNSTREAM ELEVATION(FEET) = 1301.20 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) 4.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = 13.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.713 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) = 2.62 EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1301.20 DOWNSTREAM ELEVATION(FEET) = 1297.70 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 • • • STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 5.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 14.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.502 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.30 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) = 0.92 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.20 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 1420.00 FEET. ****************i*********************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.44; RAINFALL INTENSITY(INCH/HR) = 3.50 EFFECTIVE AREA(ACRES) = 1.90 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 0.90 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ************************.****************.************************************ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 1297.70 DOWNSTREAM(FEET) = 1291.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.835 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.032 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc • LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) GROUP (ACRES) (INCH/HR) A 0.40 0.80 LOSS RATE, Fp(INCH/HR) = 0 AREA FRACTION, Ap = 0.100 2.14 0.40 PEAK FLOW RATE(CFS) = (DECIMAL) CN (MIN.) 0.100 52 5.83 .80 2.14 **************************************************************************** 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) = 1291.70 DOWNSTREAM ELEVATION(FEET) = 1283.60 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 10.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 8.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.772 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = 0.80 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 1.2 3.84 Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN A 0.80 0.80 0.100 52 LOSS RATE, Fp(INCH/HR) = 0.80 AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.38 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 5.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.10 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 5.00 = 750.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = 1.2 TC(MIN.) = 8.62 1.20 AREA -AVERAGED Fm(INCH/HR)= 0.08 0.80 AREA -AVERAGED Ap = 0.100 5.07 END OF RATIONAL METHOD ANALYSIS Unit Hydrographs - Developed Condition • Interim Condition Line "C" 18" PVC Detention Basin Outlet Pipe Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/07/11 +++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986' Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 100 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve No.(AMCII) 32.0 32.0 32.0 SCS curve NO.(AMC 3) 52.0 52.0 52.0 Area (Ac.) 14.60 7.70 5.00 Area Fraction 0.535 0.282 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac Area Fract 7.30 0.267 7.30 0.267 4.62 0.169 3.08 0.113 0.50 0.018 4.50 0.165 SCS CN SCS CN. (AMC2) (AMC3) 32.0 52.0 98.0 98.0 S Pervious Yield Fr 9.23 0.347 0.20 0.973 32.0 52.0 9.23 0.347 98.0 98.0 0.20 0.973 32.0 52.0 98.0 98.0 9.23 0.347 0.20 0.973 Area -averaged catchment yield fraction, Y = 0.688 Area -averaged low loss fraction, Yb = 0.312 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.150 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 55.5556 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0 312 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.551(In) Computed peak 3.0-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: of 27.30(Ac.) (Ref: fig. Using a total area 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000. Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = E-4) 0.551(In) 1.128(In) 1.488(In) 2.666(In) 3.850(In) 9.000(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 330.16 (CFS)) 1 5.612 18.529 2 36.203 101.000 3 76.872 134.270 4 93.513 54.942 5 98.185 15.426 6 99.300 3.681 7 100.000 2.311 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5508 0.5508 2 0.7267 0.1760 3 0.8547 0.1280 4 0.9589 0.1042 5 1.0484 0.0895 6 1.1278 0.0793 7 1.1995 0.0717 8 1.2653 0.0658 9 1.3263 0.0610 10 1.3834 0.0571 11 1.4372 0.0538 12 1.4881 0.0509 13 1.5527 0.0646 14 1.6150 0.0623 15 1.6752 0.0602 16 1.7336 0.0584 17 1.7903 0.0567 18 1.8455 0.0552 19 1.8992 0.0537 20 1.9516 0.0524 21 2.0028 0.0512 22 2.0529 0.0501 23 2.1019 0.0490 24 2.1499 0.0480 25 2.1970 0.0471 26 2.2433 0.0462 27 2.2887 0.0454 28 2.3333 0.0446 29 2.3771 0.0439 30 2.4203 0.0432 31 2.4628 0.0425 32 2.5047 0.0419 33 2.5459 0.0412 34 2.5866 0.0407 35 2.6267 0.0401 36 2.6662 0.0396 37 2.7052 0.0390 38 2.7437 0.0385 39 2.7818 0.0380 • 40 2.8193 0.0376 41 2.8565 0.0371 42 2.8932 0.0367 43 2.9295 .0.0363 44 2.9654 0.0359 45 3.0009 0.0355 46 3.0361 0.0352 47 3.0709 0.0348 48 3.1053 0.0345 49 3.1395 0.0341 50 3.1732 0.0338 51 3.2067 0.0335 52 3.2399 0.0332 53 3.2728 0.0329 54 3.3053 0.0326 55 3.3376 0.0323 56 3.3697 0.0320 57 3.4014 0.0318 58 3.4329 0.0315 59 3.4641 0.0312 60 3.4951 0.0310 61 3.5259 0.0307 62 3.5564 0.0305 63 3.5867 0.0303 64 3.6167 0.0301 65 3.6466 0.0298 66 3.6762 0.0296 67 3.7056 0.0294 68 3.7348 0.0292 69 3.7638 0.0290. 70 3.7926 0.0288 71 3.8212 0.0286 72 3.8497 0.0284 73 3.8823 0.0327 74 3.9148 0.0325 75 3.9472 0.0323 76 3.9793 0.0322 77 4.0113 0.0320 78 4.0431 0.0318 79 4.0748 0.0317 80 4.1063 0.0315 81 4.1377 0.0314 82 4.1689 0.0312 83 4.2000 0.0311 84 4.2309 0.0309 85 4.2617 0.0308 86 4.2923 0.0306 87 4.3228 0.0305 88 4.3532 0.0304 89 4.3834 0.0302 90 4.4135 0.0301 91 4.4435 0.0300 92 4.4734 0.0298 93 4.5031 0.0297 94 4.5327 0.0296 95 4.5622 0.0295 96 4.5915 0.0294 97 4.6208 0.0292 98 4.6499 0.0291 99 4.6789 0.0290 100 4.7078 0.0289 101 4.7366 0.0288 102 4.7653 0.0287 103 4.7938 0.0286 104 4.8223 0.0285 105 4.8506 0.0284 106 4.8789 0.0282 107 4.9070 0.0281 108 4.9351 0.0280 109 4.9630 0.0279 110 4.9908 0.0278 111 5.0186 0.0277 112 5.0462 0.0276 113 5.0738 0.0276 114 5.1012 0.0275 115 5.1286 0.0274 116 5.1559 0.0273 117 5.1831 0.0272 118 5.2102 0.0271 119 5.2372 0.0270 120 5.2641 0.0269 121 5.2909 0.0268 122 5.3176 0.0267 123 5.3443 0.0267 124 5.3709 0.0266 125 5.3974 0.0265 126 5.4238 0.0264 127 5.4501 0.0263 128 5.4763 0.0262 129 5.5025 0.0262 130 5.5286 0.0261 131 5.5546 0.0260 132 5.5806 0.0259 133 5.6064 0.0259 134 5.6322 0.0258 135 5.6579 0.0257 136 5.6835 0.0256 137 5.7091 0.0256 138 5.7346 0.0255 139 5.7600 0.0254 140 5.7854 0.0253 141 5.8107 0.0253 142 5.8359 0.0252 143 5.8610 0.0251 144 5.8861 0.0251 145 5.9111 0.0250 146 5.9360 0.0249 147 5.9609 0.0249 148 5.9857 0.0248 149 6.0104 0.0247 150 6.0351 0.0247 151 6.0597 0.0246 152 6.0843 0.0246 153 6.1088 0.0245 • 154 6.1332 0.0244 155 6.1576 0.0244 156 6.1819 0.0243 157 6.2061 0.0242 158 6.2303 0.0242 159 6.2544 0.0241 160 6.2785 0.0241 161 6.3025 0.0240 162 6.3265 0.0240 163 6.3503 0.0239 164 6.3742 0.0238 165 6.3980 0.0238 166 6.4217 0.0237 167 6.4454 0.0237 168 6.4690 0.0236 169 6.4925 0.0236 170 6.5160 0.0235 171 6.5395 0.0235 172 6.5629 0.0234 173 6.5862 0.0233 174 6.6095 0.0233 175 6.6328 0.0232 176 6.6560 0.0232 177 6.6791 0.0231 178 6.7022 0.0231 179 6.7252 0.0230 180 6.7482 0.0230 181 6.7712 0.0229 182 6.7941 0.0229 183 6.8169 0.0228 184 6.8397 0.0228 185 6.8624 0.0227 186 6.8851 0.0227 187 6.9078 0.0227 188 6.9304 0.0226 189 6.9530 0.0226 190 6.9755 0.0225 191 6.9979 0.0225 192 7.0204 0.0224 193 7.0427 0.0224 194 7.0651 0.0223 195 7.0874 0.0223 196 7.1096 0.0222 197 7.1318 0.0222 198 7.1539 0.0222 199 7.1761 0.0221 200 7.1981 0.0221 201 7.2202 0.0220 202 7.2421 0.0220 203 7.2641 0.0219 204 7.2860 0.0219 205 7.3078 0.0219 206 7.3297 0.0218 207 7.3514 0.0218 208 7.3732 0.0217 209 7.3949 0.0217 210 7.4165 0.0217 211 7.4381 0.0216 212 7.4597 0.0216 213 7.4812 0.0215 214 7.5027 0.0215 215 7.5242 0.0215 216 7.5456 0.0214 ' 217 7.5670 0.0214 218 7.5883 0.0213 219 7.6096 0.0213 220 7.6309 0.0213 221 7.6521 0.0212 222 7.6733 0.0212 223 7.6945 0.0212 224 7.7156 0.0211 225 7.7367 0.0211 226 7.7577 0.0210 227 7.7787 0.0210 228 7.7997 0.0210 229 7.8206 0.0209 230 7.8415 0.0209 231 7.8624 0.0209 232 7.8832 0.0208 233 7.9040 0.0208 234 7.9248 0.0208 235 7.9455 0.0207 236 7.9662 0.0207 237 7.9869 0.0207 238 8.0075 0.0206 239 8.0281 0.0206 240 8.0487 0.0206 241 8.0692 0.0205 242 8.0897 0.0205 243 8.1101 0.0205 244 8.1306 0.0204 245 8.1510 0.0204 246 8.1713 0.0204 247 8.1917 0.0203 248 8.2120 0.0203 249 8.2322 0.0203 250 8.2525 0.0202 251 8.2727 0.0202 252 8.2928 0.0202 253 8.3130 0.0201 254 8.3331 0.0201 255 8.3532 0.0201 256 8.3732 0.0201 257 8.3933 0.0200 258 8.4132 0.0200 259 8.4332 0.0200 260 8.4531 0.0199 261 8.4730 0.0199 262 8.4929 0.0199 263 8.5128 0.0198 264 8.5326 0.0198 265 8.5523 0.0198 266 8.5721 0.0198 267 8.5918 0.0197 268 8.6115 0.0197 269 8.6312 0.0197 270 8.6508 0.0196 271 8.6704 0.0196 272 8.6900 0.0196 273 8.7096 0.0196 274 8.7291 0.0195 275 8.7486 0.0195 276 8.7681 0.0195 277 8.7875 0.0194 278 8.8070 0.0194 279 8.8264 0.0194 280 8.8457 0.0194 281 8.8651 0.0193 282 8.8844 0.0193 283 8.9037 0.0193 284 8.9229 0.0193 285 8.9421 0.0192 286 8.9614 0.0192 287 8.9805 0.0192 288 8.9997 0.0192 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0192 0.0060 0.0132 2 0.0192 0.0060 0.0132 3 0.0192 0.0060 0.0132 4 0.0193 0.0060 0.0133 5 0.0193 0.0060 0.0133 6 0.0193 0.0060 0.0133 7 0.0194 0.0060 0.0133 8 0.0194 0.0061 0.0134 9 0.0195 0.0061 0.0134 10 0.0195 0.0061 0.0134 11 0.0196 0.0061 0.0135 12 0.0196 0.0061 0.0135 13 0.0196 0.0061 0.0135 14 0.0197 0.0061 0.0135 15 0.0197 0.0061 0.0136 16 0.0198 0.0062 0.0136 17 0.0198 0.0062 0.0136 18 0.0198 0.0062 0.0137 19 0.0199 0.0062 0.0137 20 0.0199 0.0062 0.0137 21 0.0200 0.0062 0.0138 22 0.0200 0.0062 0.0138 23 0.0201 0.0063 0.0138 24 0.0201 0.0063 0.0138 25 0.0202 0.0063 0.0139 26 0.0202 0.0063 0.0139 27 0.0203 0.0063 0.0140 28 0.0203 0.0063 0.0140 29 0.0204 0.0063 0.0140 30 0.0204 0.0064 0.0140 31 0.0205 0.0064 0.0141 32 0.0205 0.0064 0.0141 33 0.0206 0.0064 0.0142 34 0.0206 0.0064 0.0142 35 0.0207 0.0064 0.0142 36 0.0207 0.0064 0.0142 37 0.0208 0.0065 0.0143 38 0.0208 0.0065 0.0143 39 0.0209 0.0065 0.0144 40 0.0209 0.0065 0.0144 41 0.0210 0.0065 0.0144 42 0.0210 0.0065 0.0145 43 0.0211 0.0066 0.0145 44 0.0211 0.0066 0.0145 45 0.0212. 0.0066 0.0146 46 0.0212• 0.0066 0.0146 47 0.0213 0.0066 0.0147 48 0.0213 0.0067 0.0147 49 0.0214 0.0067 0.0147 50 0.0215 0.0067 0.0148 51 0.0215 0.0067 0.0148 52 0.0216 0.0067 0.0149 53 0.0217 0.0067 0.0149 54 0.0217 0.0068 0.0149 55 0.0218 0.0068 0.0150 56 0.0218 0.0068 0.0150 57 0.0219 0.0068 0.0151 58 0.0219 0.0068 0.0151 59 0.0220 0.0069 0.0152 60 0.0221 0.0069 0.0152 61 0.0222 0.0069 0.0153 62 0.0222 0.0069 0.0153 63 0.0223 0.0069 0.0153 64 0.0223 0.0070 0.0154 65 0.0224 0.0070 0.0154 66 0.0225 0.0070 0.0155, 67 0.0226 0.0070 0.0155 68 0.0226 0.0070 0.0156 69 0.0227 0.0071 0.0156 70 0.0227 0.0071 0.0157 71 0.0228 0.0071 0.0157 72 0.0229 0.0071 0.0158 73 0.0230 0.0072 0.0158 74 0.0230 0.0072 0.0159 75 0.0231 0.0072 0.0159 76 0.0232 0.0072 0.0160 77 0.0233 0.0073 0.0160 78 0.0233 0.0073 0.0161 79 0.0235 0.0073 0.0161 80 0.0235 0.0073 0.0162 81 0.0236 0.0074 0.0163 82 0.0237 0.0074 0.0163 83 0.0238 0.0074 0.0164 84 0.0238 0.0074 0.0164 85 0.0240 0.0075 0.0165 86 0.0240 0.0075 0.0165 87 0.0241 0.0075 0.0166 88 0.0242 0.0075 0.0166 89 0.0243 0.0076 0.0167 90 0.0244 0.0076 0.0168 91 0.0245 0.0076 0.0169 92 0.0246 0.0077 0.0169 93 0.0247 0.0077 0.0170 94 0.0247 0.0077 0.0170 95 0.0249 0.0078 0.0171 96 0.0249 0.0078 0.0172 97 0.0251 0.0078 0.0173 98 0.0251 0.0078 0.0173 99 0.0253 0.0079 0.0174 100 0.0253 0.0079 0.0175 101 0.0255 0.0079 0.0175 102 0.0256 0.0080 0.0176 103 0.0257 0.0080 0.0177 104 0.0258 0.0080 0.0177 105 0.0259 0.0081 0.0179 106 0.0260 0.0081 0.0179 107 0.0262 0.0082 0.0180 108 0.0262 0.0082 0.0181 109 0.0264 0.0082 0.0182 110 0.0265 0.0083 0.0182 111 0.0267 0.0083 0.0184 112 0.0267 0.0083 0.0184 113 0.0269 0.0084 0.0185 114 0.0270 0.0084 0.0186 115 0.0272 0.0085 0.0187 116 0.0273 0.0085 0.0188 117 0.0275 0.0086 0.0189 118 0.0276 0.0086 0.0190 119 0.0277 0.0086 0.0191 120 0.0278 0.0087 0.0192 121 0.0280 0.0087 0.0193 122 0.0281 0.0088 0.0194 123 0.0284 0.0088 0.0195 124 0.0285 0.0089 0.0196 125 0.0287 0.0089 0.0197 126 0.0288 0.0090 0.0198 127 0.0290 0.0090 0.0200 128 0.0291 0.0091 0.0200 129 0.0294 0.0091 0.0202 130 0.0295 0.0092 0.0203 131 0.0297 0.0093 0.0205 132 0.0298 0.0093 0.0205 133 0.0301 0.0094 0.0207 134 0.0302 0.0094 0.0208 135 0.0305 0.0095 0.0210 136 0.0306 0.0095 0.0211 137 0.0309 0.0096 0.0213 138 0.0311 0.0097 0.0214 139 0.0314 0.0098 0.0216 140 0.0315 0.0098 0.0217 141 0.0318 0.0099 0.0219 142 0.0320 0.0100 0.0220 143 0.0323 0.0101 0.0223 144 0.0325 0.0101 0.0224 145 0.0284 0.0089 0.0196 146 0.0286 0.0089 0.0197 147 0.0290 0.0090 0.0200 148 0.0292 0.0091 0.0201 149 0.0296 0.0092 0.0204 150 0.0298 0.0093 0.0205 151 0.0303 0.0094 0.0208 152 0.0305 0.0095 0.0210 153 0.0310 0.0097 0.0213 154 0.0312 0.0097 0.0215 155 0.0318 0.0099 0.0219 156 0.0320 0.0100 0.0220 157 0.0326 0.0102 0.0224 158 0.0329 0.0102 0.0226 159 0.0335 0.0104 0.0230 160 0.0338 0.0105 0.0233 161 0.0345 0.0107 0.0237 162 0.0348 0.0108 0.0240 163 0.0355 0.0111 0.0245 164 0.0359 0.0112 0.0247 165 0.0367 0.0114 0.0253 166 0.0371 0.0116 0.0256 167 0.0380 0.0119 0.0262 168 0.0385 0.0120 0.0265 169 0.0396 0.0123 0.0272 170 0.0401 0.0125 0.0276 171 0.0412 0.0129 0.0284 172 0.0419, 0.0130 0.0288 173 0.0432 0.0135 0.0297 174 0.0439 0.0137 0.0302 175 0.0454 0.0141 0.0312 176 0.0462 0.0144 0.0318 177 0.0480 0.0150 0.0331 178 0.0490 0.0153 0.0337 179 0.0512 0.0160 0.0352 180 0.0524 0.0163 0.0361 181 0.0552 0.0172 0.0380 182 0.0567 0.0177 0.0390 183 0.0602 0.0188 0.0415 184 0.0623 0.0194 0.0429 185 0.0509 0.0159 0.0350 186 0.0538 0.0168 0.0370 187 0.0610 0.0190 0.0420 188 0.0658 0.0205 0.0453 189 0.0793 0.0247 0.0546 190 0.0895 0.0279 0.0616 191 0.1280 0.0298 0.0982 192 0.1760 0.0298 0.1462 193 0.5508 0.0298 0.5210 194 0.1042 0.0298 0.0745 195 0.0717 0.0224 0.0494 196 0.0571 0.0178 0.0393 197 0.0646 0.0201 0.0445 198 0.0584 0.0182 0.0402 199 0.0537 0.0167 0.0370 200 0.0501 0.0156 0.0345 201 0.0471 0.0147 0.0324 202 0.0446 0.0139 0.0307 • 203 0.0425 0.0132 0.0293 204 0.0407 0.0127 0.0280 205 0.0390 0.0122 0.0268 206 0.0376 0.0117 •0.0259 207 0.0363 0.0113 0.0250 208 0.0352 0.0110 0.0242 209 0.0341 0.0106 0.0235 210 0.0332 0.0103 0.0228 211 0.0323 0.0101 0.0222 212 0.0315 0.0098 0.0217 213 0.0307 0.0096 0.0212 214 0.0301 0.0094 0.0207 215 0.0294 0.0092 0.0202 216 0.0288 0.0090 0.0198 217 0.0327 0.0102 0.0225 218 0.0322 0.0100 0.0221 219 0.0317 0.0099 0.0218 220 0.0312 0.0097 0.0215 221 0.0308 0.0096 0.0212 222 0.0304 0.0095 0.0209 223 0.0300 0.0093 0.0206 224 0.0296 0.0092 0.0204 225 0.0292 0.0091 0.0201 226 0.0289 0.0090 0.0199 227 0.0286 0.0089 0.0197 228 0.0282 0.0088 0.0194 229 0.0279 0.0087 0.0192 230 0.0276 0.0086 0.0190 231 0.0274 0.0085 0.0188 232 0.0271 0.0084 0.0186 233 0.0268 0.0084 0.0185 234 0.0266 0.0083 0.0183 235 0.0263 0.0082 0.0181 236 0.0261 0.0081 0.0180 237 0.0259 0.0081 0.0178 238 0.0256 0.0080 0.0176 239 0.0254 0.0079 0.0175 240 0.0252 0.0079 0.0174 241 0.0250 0.0078 0.0172 242 0.0248 0.0077 0.0171 243 0.0246 0.0077 0.0169 244 0.0244 0.0076 0.0168 245 0.0242 0.0076 0.0167 246 0.0241 0.0075 0.0166 247 0.0239 0.0074 0.0164 248 0.0237 0.0074 0.0163 249 0.0236 0.0073 0.0162 250 0.0234 0.0073 0.0161 251 0.0232 0.0072 0.0160 252 0.0231 0.0072 0.0159 253 0.0229 0.0071 0.0158 254 0.0228 0.0071 0.0157 255 0.0227 0.0071 0.0156 256 0.0225 0.0070 0.0155 257 0.0224 0.0070 0.0154 258 0.0222 0.0069 0.0153 259 0.0221 0.0069 0.0152 260 0.0220 0.0069 0.0151 261 0.0219 0.0068 0.0150 262 0.0217 0.0068 0.0150 263 0.0216 0.0067 0.0149 264 0.0215 0.0067 0.0148 265 0.0214 0.0067 0.0147 266 0.0213 0.0066 0.0146 267 0.0212 0.0066 0.0146 268 0.0210 0.0066 0.0145 269 0.0209 0.0065 0.0144 270 0.0208 0.0065 0.0143 271 0.0207 0.0065. 0.0143 272 0.0206 0.0064 0.0142 273 0.0205 0.0064 0.0141 274 0.0204 0.0064 0.0141 275 0.0203 0.0063 0.0140 276 0.0202 0.0063 0.0139 277 0.0201 0.0063 0.0139 278 0.0201 0.0062 0.0138 279 0.0200 0.0062 0.0137 280 0.0199 0.0062 0.0137 281 0.0198 0.0062 0.0136 282 0.0197 0.0061 0.0136 283 0.0196 0.0061 0.0135 284 0.0195 0.0061 0.0134 285 0.0194 0.0061 0.0134 286 . 0.0194 0.0060 0.0133 287 0.0193 0.0060 0.0133 288 0.0192 0.0060 0.0132 Total soil rain loss = 2.62(In) Total effective rainfall = 6.38(In) Peak flow rate in flood hydrograph = 88.29(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 0.0017 0.24 Q 0+10 0.0125 1.58 Q 0+15 0.0356 3.35 VQ 0+20 0.0637 4.08 VQ 0+25 0.0933 4.29 VQ 0+30 0.1232. 4.35 VQ 0+35 0.1534 4.39 VQ 0+40 0.1837 4.40 VQ 0+45 0.2141 4.41 VQ 0+50 0.2445 4.42 VQ 0+55 0.2750 4.43 VQ 1+ 0 0.3055 4.43 VQ 1+ 5 0.3361 4.44 VQ 1+10 0.3668 4.45 Q 1+15 0.3975 4.46 Q 1+20 0.4283 4.47 Q 1+25 0.4592 4.48 Q 1+30 0.4902 4.49 Q 1+35 0.5212 4.50 VQ 1+40 0.5522 4.51 VQ 1+45 0.5834 4.52 VQ 1+50 0.6146 4.53 VQ 1+55 0.6459 4.54 VQ 2+ 0 0.6772 4.55 VQ 2+ 5 0.7087 4.56 VQ 2+10 0.7402 4.57 Q 2+15 0.7718 4.58 Q 2+20 0.8034 4.60 Q 2+25 0.8351 4.61 Q 2+30 0.8669 4.62 Q 2+35 0.8988 4.63 Q 2+40 0.9307 4.64 Q 2+45 0.9628 4.65 Q 2+50 0.9948 4.66 Q 2+55 1.0270 4.67 Q 3+ 0 1.0593 4.68 Q 3+ 5 1.0916 4.69 QV 3+10 1.1240 4.71 QV 3+15 1.1565 4.72 QV 3+20 1.1891 4.73 QV 3+25 1.2218 4.74 QV 3+30 1.2545 4.75 QV 3+35 1.2873 4.77 QV 3+40 1.3202 4.78 QV 3+45 1.3532 4.79 QV 3+50 1.3863 4.80 QV 3+55 1.4195 4.82 QV 4+ 0 1.4527 4.83 Q V 4+ 5 1.4861 4.84 Q V 4+10 1.5195 4.85 Q V 4+15 1.5530 4.87 Q V 4+20 1.5866 4.88 Q V 4+25 1.6203 4.89 Q V 4+30 1.6541 4.91 Q V 4+35 1.6880 4.92 Q V 4+40 1.7220 4.93 Q V 4+45 1.7561 4.95 Q V 4+50 1.7902 4.96 Q V 4+55 1.8245 4.98 Q V 5+ 0 1.8589 4.99 Q V 5+ 5 1.8934 5.01 Q V 5+1.0 1.9279 5.02 Q V 5+15 1.9626 5.03 Q V 5+20 1.9974 5.05 Q V 5+25 2.0322 5.06 Q V 5+30 2.0672 5.08 Q V 5+35 2.1023 5.09 Q V 5+40 2.1375 5.11 Q V 5+45 2.1728 5.13 Q V 5+50 2.2082 5.14 Q V 5+55 2.2438 5.16 Q V 6+ 0 2.2794 5.17 Q V 6+ 5 2.3151 5.19 Q V 6+10 2.3510 5.21 Q V 6+15 2.3870 5.22 Q V 6+20 2.4231 5.24 Q V 6+25 2.4593 5.26 Q V 6+30 2.4956 5.28 Q V 6+35 2.5321 5.29 Q V 6+40 2.5687 5.31 Q V 6+45 2.6054 5.33 Q V 6+50 2.6422 5.35 Q V 6+55 2.6791 5.37 Q V 7+ 0 2.7162 5.38 Q V 7+ 5 2.7534 5.40 Q V 7+10 2.7908 5.42 Q V 7+15 2.8283 5.44 Q V 7+20 2.8659 5.46 Q V 7+25 2.9036 5.48 Q V 7+30 2.9415 5.50 Q V 7+35 2.9796 5.52 Q V 7+40 3.0177 5.54 Q V 7+45 3.0561 5.56 Q V 7+50 3.0945 5.59 Q V 7+55 3.1332 5.61 Q V 8+ 0 3.1719 5.63 Q V 8+ 5 3.2109 5.65 Q V 8+10 3.2499 5.67 Q V 8+15 3.2892 5.70 Q V 8+20 3.3286 5.72 Q V 8+25 3.3681 5.74 Q V 8+30 3.4078 5.77 Q V 8+35 3.4477 5.79 .Q V 8+40 3.4878 5.82 Q V 8+45 3.5280 5.84 Q V 8+50 3.5684 5.87 Q V 8+55 3.6090 5.89 Q V 9+ 0 3.6498 5.92 Q V 9+ 5 3.6907 5.95 Q V 9+10 3.7319 5.97 Q V 9+15 3.7732 6.00 Q V 9+20 3.8147 6.03 Q V 9+25 3.8564 6.06 Q V 9+30 3.8984 6.09 Q V 9+35 3.9405 6.12 Q V 9+40 3.9828 6.15 Q V 9+45 4.0253 6.18 Q V 9+50 4.0681 6.21 Q V 9+55 4.1110 6.24 Q V 10+ 0 4.1542 6.27 Q V 10+ 5 4.1976 6.30 Q V 10+10 4.2413 6.34 Q V 10+15 4.2852 6.37 Q V 10+20 4.3293 6.41 Q V 10+25 4.3737 6.44 Q V 10+30 4.4183 6.48 Q V 10+35 4.4631 6.51 Q V o 10+40 4.5083 6.55 Q 10+45 4.5536 6.59 Q 10+50 4.5993 6.63 Q 10+55 4.6452 6.67 Q 11+ 0 4.6915 6.71 Q 11+ 5 4.7380 6.75 Q 11+10 4.7848 6.80 Q 11+15 4.8319 6.84 Q 11+20 4.8793 6.88 Q 11+25 4.9270 6.93 Q 11+30 4.9751 6.98 Q 11+35 5.0235 7.03 Q 11+40 5.0722 7.08, Q 11+45 5.1213 7.13 Q 11+50 5.1707 7.18 Q 11+55 5.2205 7.23 Q 12+ 0 5.2707 7.29 Q 12+ 5 5.3209 7.29 Q 12+10 5.3694 7.04 Q 12+15 5.4154 6.69 Q 12+20 5.4608 6.59 Q 12+25 5.5063 6.61 Q 12+30 5.5522 6.66 Q 12+35 5.5985 6.73 Q 12+40 5.6454 6.80 Q 12+45 5.6928 6.88 Q 12+50 5.7407 6.96 Q 12+55 5.7892 7.04 Q 13+ 0 5.8382 7.12 Q 13+ 5 5.8879 7.21 Q 13+10 5.9382 7.30 Q 13+15 5.9892 7.40 Q 13+20 6.0408 7.50 Q 13+25 6.0932 7.60 Q 13+30 6.1463 7.71 Q 13+35 6.2002 7.83 .Q 13+40 6.2549 7.94 Q 13+45 6.3105 8.07 Q 13+50 6.3669 8.20 Q 13+55 6.4244 8.34 Q 14+ 0 6.4828 8.48 Q 14+ 5 6.5423 8.64 Q 14+10 6.6029 8.80 Q 14+15 6.6648 8.99 Q 14+20 6.7280 9.17 Q 14+25 6.7925 9.37 Q 14+30 6.8584 9.58 Q 14+35 6.9260 9.80 Q 14+40 6.9952 10.05 Q 14+45 7.0662 10.31 Q 14+50 7.1391 10.60 Q 14+55 7.2143 10.91 Q 15+ 0 7.2918 11.25 Q 15+ 5 7.3719 11.63 Q 15+10 7.4549 12.06 Q 15+15 7.5413 12.54 Q 15+20 7.6313 13.07 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 IV 15+25 7.7242 13.49 15+30 7.8144 13.09 15+35 7.9001 12.45 15+40 7.9888 12.88 15+45 8.0856 14.06 15+50 8.1948 15.85 15+55 8.3238 18.73 16+ 0 8.4948 24.84 16+ 5 8.7848 42.10 16+10 9.3377 80.28 16+15 9.9457 88.29 16+20 10.2701 47.10 16+25 10.4375 24.32 16+30 10.5521 16.63 16+35 10.6562 15.11 16+40 10.7469 13.17 16+45 10.8309 12.20 16+50 10.9093 11.38 16+55 10.9831 10.71 17+ 0 11.0529 10.14 17+ 5 11.1194 9.65 17+10 11.1829 9.23 17+15 11.2439 8.86 17+20 11.3027 8.53 17+25 11.3594 8.24 17+30 11.4144 7.98 17+35 11.4677 7.74 17+40 11.5196 7.53 17+45 11.5701 7.33 17+50 11.6193 7.15 17+55 11.6674 6.98 18+ 0 11.7144 6.82 18+ 5 11.7607 6.73 18+10 11.8083 6.90 18+15 11.8578 7.19 18+20 11.9076 7.24 18+25 11.9570 7.17 18+30 12.0058 7.08 18+35 12.0539 6.99 18+40 12.1014 6.90 18+45 12.1483 6.81 18+50 12.1946 6.72 18+55 12.2403 6.64 19+ 0 12.2855 6.56 19+ 5 12.3302 6.49 19+10 12.3743 6.41 19+15 12.4180 6.35 19+20 12.4613 6.28 19+25 12.5041 6.21 19+30 12.5465 6.15 19+35 12.5884 6.09 19+40 12.6300 6.04 19+45 12.6712 5.98 19+50 12.7120 5.93 19+55 12.7524 5.87 20+ 0 12.7925 5.82 20+ 5 12.8323 5.77 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 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 20+10 12.8717 5.73 Q 20+15 12.9108 5.68 Q 20+20 12.9496 5.63 Q 20+25 12.9881 5.59 Q 20+30 13.0264 5.55 Q 20+35 13.0643 5.51 Q 20+40 13.1019 5.47 Q 20+45 13.1393 5.43 Q 20+50 13.1764 5.39 Q 20+55 13.2133 5.35 Q 21+ 0 13.2499 5.32 Q 21+ 5 13.2863 5.28 Q 21+10 13.3224 5.25 Q 21+15 13.3583 5.21 Q 21+20 13.3939 5.18 Q 21+25 13.4294 5.15 Q 21+30 13.4646 5.11 Q 21+35 13.4996 5.08 Q 21+40 13.5344 5.05 Q 21+45 13.5690 5.02 Q 21+50 13.6034 4.99 Q 21+55 13.6376 4.97 Q 22+ 0 13.6716 4.94 Q 22+ 5 13.7054 4.91 Q 22+10 13.7390 4.88 Q 22+15 13.7725 4.86 Q 22+20 13.8057 4.83 Q 22+25 13.8388 4.81 Q 2-2+30 13.8718 4.78 Q 22+35 13.9045 4.76 Q 22+40 13.9371 4.73 Q 22+45 13.9696 4.71 Q 22+50 14.0018 4.69 Q 22+55 14.0339 4.66 Q 23+ 0 14.0659 4.64 Q 23+ 5 14.0977 4.62 Q 23+10 14.1294 4.60 Q 23+15 14.1609 4.58 Q 23+20 14.1923 4.56 Q 23+25 14.2235 4.53 Q 23+30 14.2546 4.51 Q 23+35 14.2856 4.49 Q 23+40 14.3164 4.48 Q 23+45 14.3471 4.46 Q 23+50 14.3776 4.44 Q 23+55 14.4080 4.42 Q 24+ 0 14.4383 4.40 Q 24+ 5 14.4668 4.14 Q 24+10 14.4861 2.79 Q 24+15 14.4930 1.01 Q 24+20 14.4950 0.28 Q 24+25 14.4955 0.08 Q 24+30 14.4957 0.03 Q Unit Hydrograph Analysis" Copyright (c) CIVILCADD/CIVILDESIGN,.1989 - 2004, Version 7.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 25 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve No.(AMCII) 32.0 32.0 32.0 SCS curve NO.(AMC 3) 52.0 52.0 52.0 Area (Ac.) 14.60 7.70 5.00 Area Fraction 0.535 0.282 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 Area Fract 0.267 0.267 4.62 0.169 3.08 0.113 SCS CN SCS CN S Pervious (AMC2) (AMC3) Yield Fr 32.0 52.0 9.23 0.263 98.0 9.8.0 0.20 0.966 32.0 52.0 9.23 0.263 98.0 98.0 0.20 0.966 0.50 0.018 32.0 52.0 9.23 0.263 4.50 0.165 98.0 98.0 0.20 0.966 Area -averaged catchment yield fraction, Y = 0.646 Area -averaged low loss fraction, Yb = 0.354 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.154 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 54.1126 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.354 (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 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 27.30(Ac.) (Ref: fig. E-4) Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = Adjusted rainfall = 0.437(In) 0.895(In) 1.181(In) 2.138(In) 3.106(In) 6.980(In) • Unit Hydrograp-h ++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 330.16 (CFS)) 1 5.332 17.603 2 34.502 96.309 3 74.956 133.563 4 92.744 \58..730 5 97.963 17.230 6 99.157 3.943 7 100.000 2.783 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4373 0.4373 2 0.5770 0.1397 3 0.6786 0.1016 4 0.7613 0.0828 5 0.8324 0.0711 6 0.8954 0.0630 7 0.9523 0.0569 8 1.0046 0.0522 9 1.0530 0.0485 10 1.0983 0.0453 11 1.1410 0.0427 12 1.1814 0.0404 13 1.2336 0.0522 14 1.2839 0.0503 15 1.3327 0.0487 16 1.3799 0.0472 17 1.4258 0.0459 18 1.4705 0.0447 19 1.5140 0.0435 20 1.5565 0.0425 21 1.5980 0.0415 22 1.6387 0.0406 23 1.6785 0.0398 24 1.7175 0.0390 25 1.7557 0.0383 26 1.7933 0.0376 27 1.8302 0.0369 28 1.8665 0.0363 29 1.9022 0.0357 30 1.9373 0.0351 31 1.9719 0.0346 32 2.0060 0.0341 33 2.0396 0.0336 34 2.0727 0.0331 35 2.1054 0.0327 36 2.1376 0.0323 37 2.1694 0.0318 38 2.2008 0.0314 39 2.2319 0.0310 40 2.2625 0.0307 41 2.2928 0.0303 42 2.3228 0.0300 43 2.3524 0.0296 44 2.3817 0.0293 45 2.4108 0.0290 46 2.4395 0.0287 47 2.4679 0.0284 48 2.4961 0.0282 49 2.5240 0.0279 50 2.5516 0.0276 51 2.5789 0.0274 52 2.6061 0.0271 53 2.6330 0.0269 54 2.6596 0.0267 55 2.6860 0.0264 56 2.7122 0.0262 57 2.7382 0.0260 58 2.7640 0.0258 59 2.7896 0.0256 60 2.8150 0.0254 61 2.8402 0.0252 62 2.8652 0.0250 63 2.8900 0.0248 64 2.9146 0.0246 65 2.9390 0.0245 66 2.9633 0.0243 67 2.9874 0.0241 68 3.0114 0.0239 69 3.0352 0.0238 70 3.0588 0.0236 71 3.0822 0.0235 72 3.1056 0.0233 73 3.1307 0.0251 74 3.1557 0.0250 75 3.1805 0.0248 76 3.2052 0.0247 77 3.2298 0.0246 78 3.2542 0.0244 79 3.2785 0.0243 80 3.3027 0.0242 81 3.3268 0.0241 82 3.3507 0.0239 83 3.3745 0.0238 84 3.3982 0.0237 85 3.4218 0.0236 86 3.4452 0.0235 87 3.4686 0.0233 88 3.4918 0.0232 89 3.5.149 0.0231 90 3.5380 0.0230 91 3.5609 0.0229 92 3.5837 0.0228 93 3.6064 0.0227 94 3.6290 0.0226 95 3.6515 0.0225 96 3.6739 0.0224 • 97 3.6962 0.0223 98 3.7184 0.0222 99 3.7405 0.0221 100 3.7626 0.0220 101 3.7845 0.0219 102 3.8063 0.0218 103 3.8281 0.0218 104 3.8498 0.0217 105 3.8713 0.0216 106 3.8928 0.0215 107 3.9142 0.0214 108 3.9356 0.0213 109 3.9568 0.0212 110 3.9780 0.0212 111 3.9991 0.0211 112 4.0201 0.0210 113 4.0410 0.0209 114 4.0619 0.0209 115 . 4.0826 0.0208 116 4.1033 0.0207 117 4.1240 0.0206 118 4.1445 0.0206 119 4.1650 0.0205 120 4.1854 0.0204 121 4.2058 0.0203 122 4.2260 0.0203 123 4.2462 0.0202 124 4.2664 0.0201 125 4.2864 0.0201 126 4.3064 0.0200 127 4.3264 0.0199 128 4.3462 0.0199 129 4.3660 0.0198 130 4.3858 0.0197 131 4.4054 0.0197 132 4.4251 0.0196 133 4.4446 0.0196 134 4.4641 0.0195 135 4.4835 0.0194 136 4.5029 0.0194 137 4.5222 0.0193 138 4.5415 0.0193 139 4.5607 0.0192 140 4.5798 0.0191 141 4.5989 0.0191 142 4.6179 0.0190 143 4.6369 0.0190 144 4.6558 0.0189 145 4.6747 0.0189 146 4.6935 0.0188 147 4.7122 0.0188 148 4.7309 0.0187 149 4.7496 0.0186 150 4.7682 0.0186 151 4.7867 0.0185 152 4.8052 0.0185 153 4.8236 0.0184 • 154 4.8420 0.0184 155 4.8604 0.0183 156 4.8787 0.0183 157 4.8969 0.0182 158 4.9151 0.0182 159 4.9333 0.0181 160 4.9514 0.0181 161 4.9694 0.0181 162 4.9874 0.0180 163 5.0054 0.0180 164 5.0233 0.0179 165 5.0412 0.0179 166 5.0590 0.0178 167 5.0768 0.0178 168 5.0945 0.0177 169 5.1122 0.0177 170 5.1298 0.0176 171 5.1475 0.0176 172 5.1650 0.0176 173 5.1825 0.0175 174 5.2000 0.0175 175 5.217.5 0.0174 176 5.2349 0.0174 177 5.2522 0.0174 178 5.2695 0.0173 179 5.2868 0.0173 180 5.3040 0.0172 181 5.3212 0.0172 182 5.3384 0.0172 183 5.3555 0.0171 184 5.3726 0.0171 185 5.3896 0.0170 186 5.4066 0.0170 187 5.4236 0.0170 188 5.4405 0.0169 189 5.4574 0.0169 190 5.4742 0.0168 191 5.4910 0.0168 192 5.5078 0.0168 193 5.5246 0.0167 194 5.5413 0.0167 195 5.5579 0.0167 196 5.5746 0.0166 197 5.5912 0.0166 198 5.6077 0.0166 199 5.6242 0.0165 200 5.6407 0.0165 201 5.6572 0.0165 202 5.6736 0.0164 203 5.6900 0.0164 204 5.7064 0.0164 205 5.7227 0.0163 206 5.7390 0.0163 207 5.7552 0.0163 208 5.7715 0.0162 209 5.7877 0.0162 210 5.8038 0.0162 • 211 5.8200 0.0161 212 5.8361 - 0.0161 213 5.8521 0.0161 214 5.8682 0.0160 215 5.8842 0.0160 216 5.9001 0.0160 217 5.9161 0.0159 218 5.9320 0.0159 219 5.9479 0.0159 220 5.9637 0.0159 221 5.9795 0.0158 222 5.9953 0.0158 223 6.0111 0.0158 224 6.0268 0.0157 225 6.0425 0.0157 226 6.0582 0.0157 227 6.0738 0.0156 228 6.0895 0.0156 229 6.1050 0.0156 230 6.1206 0.0156 231 6.1361 0.0155 232 6.1516 0.0155 233 6.1671 0.0155 234 6.1826 0.0154 235 6.1980 0.0154 236 6.2134 0.0154 237 6.2287- 0.0154 238 6.2441 0.0153 239 6.2594 0.0153 240 6.2747 0.0153 241 6.2899 0.0153 242 6.3052 0.0152 243 6.3204 0.0152 244 6.3356 0.0152 245 6.3507 0.0152 246 6.3658 0.0151 247 6.3810 0.0151 248 6.3960 0.0151 249 6.4111 0.0151 250 6.4261 0.0150 251 6.4411 0.0150 252 6.4561 0.0150 253 6.4710 0.0150 254 6.4860. 0.0149 255 6.5009 0.0149 256 6.5158 0.0149 257 6.5306 0.0149 258 6.5455 0.0148 259 6.5603 0.0148 260 6.5750 0.0148 261 6.5898 0.0148 262 6.6045 0.0147 263 6.6193 0.0147 264 6.6339 0.0147 265 6.6486 0.0147 266 6.6633 0.0146 267 6.6779 0.0146 268 6.6925 0.0146 269 6.7071 0.0146 270 6.7216 0.0146 271 6.7361 0.0145 272 6.7507 0.0145 273 6.7651 0.0145 274 6.7796 0.0145 275 6.7940 0.0144 276 6.8085 0.0144 277 6.8229 0.0144 278 6.8372 0.0144 279 6.8516 0.0144 280 6.8659 0.0143 281 6.8803 0.0143 282 6.8945 0.0143 283 6.9088 0.0143 284 6.9231 0.0143 285 6.9373 0.0142 286 6.9515 0.0142 287 6.9657 0.0142 288 6.9799 0.0142 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0142 0.0050 0.0092 2 0.0142 0.0050 0.0092 3 0.0142 0.0050 0.0092 4 0.0143 0.0050 0.0092 5 0.0143 0.0051 0.0092 6 0.0143 0.0051 0.0092 7 0.0144 0.0051 0.0093 8 0.0144 0.0051 0.0093 9 0.0144 0.0051 0.0093 10 0.0144 0.0051 0.0093 11 0.0145 0.0051 0.0094 12 0.0145 0.0051 0.0094 13 0.0146 0.0052 0.0094 14 0.0146 0.0052 0.0094 15 0.0146 0.0052 0.0094 16 0.0146 0.0052 0.0095 17 0.0147 0.0052 0.0095 18 0.0147 0.0052 0.0095 19 0.0148 0.0052 0.0095 20 0.0148 0.0052 0.0096 21 0.0148 0.0053 0.0096 22 0.0149 0.0053 0.0096 23 0.0149 0.0053 0.0096 24 0.0149 0.0053 0.0096 25 0.0150 0.0053 0.0097 26 0.0150 0.0053 0.0097 27 0.0151 0.0053 0.0097 28 0.0151 0.0053 0.0097 29 0.0151 0.0054 0.0098 30 0.0152 0.0054 0.0098 31 0.0152 0.0054 0.0098 32 0.0152 0.0054 0.0098 33 0.0153 0.0054 0.0099 34 0.0153 0.0054 0.0099 35 0.0154 0.0054 0.0099 36 0.0154 0.0054 0.0099 37 0.0154 0.0055 0.0100 38 0.0155 0.0055 0.0100 39 0.0155 0.0055 0.0100 40 0.0156 0.0055 0.0101 41 0.0156 0.0055 0.0101 42 0.0156 0.0055 0.0101 43 0.0157 0.0056 0.0101 44 0.0157 0.0056 0.0102 45 0.0158 0.0056 0.0102 46 0.0158 0.0056 0.0102 47 0.0159 0.0056 0.0103 48 0.0159 0.0056 0.0103 49 0.0160 0.0057 0.0103 50 0.0160 0.0057 0.0103 51 0.0161 0.0057 0.0104 52 0.0161 0.0057 0.0104 53 0.0162 0.0057 0.0104 54 0.0162 0.0057 0.0105 55 0.0163 0.0058 0.0105 56 0.0163 0.0058 0.0105 57 0.0164 0.0058 0.0106 58 0.0164 0.0058 0.0106 59 0.0165 0.0058 0.0106 60 0.0165 0.0058 0.0107 61 0.0166 0.0059 0.0107 62 0.0166 0.0059 0.0107 63 0.0167 0.0059 0.0108 64 0.0167 0.0059 0.0108 65 0.0168 0.0059 0.0108 66 0.0168 0.0060 0.0109 67 0.0169 0.0060 0.0109 68 0.0169 0.0060 0.0109 69 0.0170 0.0060 0.0110 70 0.0170 0.0060 0.0110 71 0.0171 0.0061 0.0111 72 0.0172 0.0061 0.0111 73 0.0172 0.0061 0.0111 74 0.0173 0.0061 0.0112 75 0.0174 0.0061 0.0112 76 0.0174 0.0062 0.0112 77 0.0175 0.0062 0.0113 78 0.0175 0.0062 0.0113 79 0.0176 0.0062 0.0114 80 0.0176 0.0062 0.0114 81 0.0177 0.0063 0.0115 82 0.0178 0.0063 0.0115 83 0.0179 0.0063 0.0115 84 0.0179 0.0063 0.0116 85 0.0180 0.0064 0.0116 86 0.0181 0.0064 0.0117 87 0.0181 0.0064 0.0117 88 0.0182 0.0064 0.0118 • 89 0.0183 0.0065 0.0118 90 0.0183 0.0065 0.0118 91 0.0184 0.0065 0.0119 92 - 0.0185 0.0065 0.0119 93 0.0186 0.0066 0.0120 94 0.0186 0.0066 0.0120 95 0.0188 0.0066 0.0121 96 0.0188 0.0067 0.0121 97 0.0189 0.0067 0.0122 98 0.0190 0.0067 0.0123 99 0.0191 0.0068 0.0123 100 0.0191 0.0068 0.0124 101 0.0193 0.0068 0.0124 102 0.0193 0.0068 0.0125 103 0.0194 0.0069 0.0126 104 0.0195 0.0069 0.0126 105 0.0196 0.0069 0.0127 106 0.0197 0.0070 0.0127 107 0.0198 0.0070 0.0128 108 0.0199 0.0070 0.0128 109 0.0200 0.0071 0.0129 110 0.0201 0.0071 0.0130 111 0.0202 0.0072 0.0130 112 0.0203 0.0072 0.0131 113 0.0204 0.0072 0.0132 114 0.0205 0.0073 0.0132 115 0.0206 0.0073 0.0133 116 0.0207 0.0073 0.0134 117- 0.0209 0.0074 0.0135 118 0.0209 0.0074 0.0135 119 0.0211 0.0075 0.0136 120 0.0212 0.0075 0.0137 121 0.0213 0.0076 0.0138 122 0.0214 0.0076 0.0138 123 0.0216 0.0076 0.0139 124 0.0217 0.0077 0.0140 125 0.0218 0.0077 0.0141 126 0.0219 0.0078 0.0142 127 0.0221 0.0078 0.0143 128 0.0222 0.0079 0.0143 129 0.0224 0.0079 0.0145 130 - 0.0225 0.0080 0.0145 131 0.0227 0.0080 0.0147 132 0.0228 0.0081 0.0147 133 0.0230 0.0081 0.0149 134 0.0231 0.0082 0.0149 135 0.0233 0.0083 0.0151 136 0.0235 0.0083 0.0152 137 0.0237 0.0084 0.0153 138 0.0238 0.0084 0.0154 139 0.0241 0.0085 0.0155 140 0.0242 0.0086 0.0156 141 0.0244 0.0087 0.0158 142 0.0246 0.0087 0.0159 143 0.0248 0.0088 0.0160 144 0.0250 0.0088 0.0161 145 0.0233 0.0083 0.0151 146 0.0235 0.0083 0.0152 147 0.0238 0.0084 0.0154 148 0.0239 0.0085 0.0155 149 0.0243 0.0086 0.0157 150 0.0245 0.0087 0.0158 151 0.0248 0.0088 0.0160 152 0.0250 0.0088 0.0161 153 0.0254 0.0090 0.0164 154 0.0256 0.0091 0.0165 155 0.0260 0.0092 0.0168 156 0.0262 0.0093 0.0169 157 0.0267 0.0094 0.0172 158 0.0269 0.0095 0.0174 159 0.0274 0.0097 0.0177 160 0.0276 0.0098 0.0178 161 0.0282 0.0100 0.0182 162 0.0284 0.0101 0.0184 163 0.0290 0.0103 0.0187 164 0.0293 0.0104 0.0189 165 0.0300 0.0106 0.0194 166 0.0303 0.0107 0.0196 167 0.0310 0.0110 0.0200 168 0.0314 0.0111 0.0203 169 0.0323 0.0114 0.0208 170 0.0327 0.0116 0.0211 171 0.0336 0.0119 0.0217 172 0.0341 0.0121 0.0220 173 0.0351 0.0124 0.0227 174 0.0357 0.0126 0.0231 175 0.0369 0.0131 0.0238 176 0.0376 0.0133 0.0243 177 0.0390 0.0138 0.0252 178 0.0398 0.0141 0.0257 179 0.0415 0.0147 0.0268 180 0.0425 0.0150 0.0275 181 0.0447 0.0158 0.0289 182 0.0459 0.0162 0.0297 183 0.0487 0.0172 0.0315 184 0.0503 0.0178 0.0325 185 0.0404 0.0143 0.0261 186 0.0427 0.0151 0.0276 187 0.0485 0.0172 0.0313 188 0.0522 0.0185 0.0338 189 0.0630 0.0223 0.0407 190 0.0711 0.0252 0.0459 191 0.1016 0.0298 0.0718 192 0.1397 0.0298 0.1099 193 0.4373 0.0298 0.4075 194 0.0828 0.0293 0.0535 195 0.0569 0.0202 0.0368 196 0.0453 0.0160 0.0293 197 0.0522 0.0185 0.0337 198 0.0472 0.0167 0.0305 199 0.0435 0.0154 0.0281 200 0.0406 0.0144 0.0262 201 0.0383 0.0135 0.0247 202 0.0363 0.0128 0.0234 203 0.0346 0.0122 0.0223 204 0.0331 0.0117 0.0214 205 0.0318 0.0113 0.0205 206 0.0307 0.0109 0.0198 207 0.0296 0.0105 0.0191 208 0.0287 0.0102 0.0186 209 0.0279 0.0099 0.0180 210 0.0271 0.0096 0.0175 211 0.0264 0.0094 0.0171 212 0.0258 0.0091 0.0167 213 0.0252 0.0089 0.0163 214 0.0246 0.0087 0.0159 215 0.0241 0.0085 0.0156 216 0.0236 0.0084 0.0153 217 0.0251 0.0089 0.0162 218 0.0247 0.0087 0.0160 219 0.0243 0.0086 0.0157 220 0.0239 0.0085 0.0155 221 0.0236 0.0083 0.0152 222 0.0232 0.0082 0.0150 223 0.0229 0.0081 0.0148 224 0.0226 0.0080 0.0146 225 0.0223 0.0079 0.0144 226 0.0220 0.0078 0.0142 227 0.0218 0.0077 0.0141 228 0.0215 0.0076 0.0139 229 0.0212 0.0075 0.0137 230 0.0210 0.0074 0..0136 231 0.0208 0.0074 0.0134 232 0.0206 0.0073 0.0.133 233 0.0203 0.0072 0.0131 234 0.0201 0.0071 0.0130 235 0.0199 0.0071 0.0129 236 0.0197 0.0070 0.0128 237 0.0196 0.0069 0.0126 238 0.0194 0.0069 0.0125 239 0.0192 0.0068 0.0124 240 0.0190 0.0067 0.0123 241 0.0189 0.0067 0.0122 242 0.0187 0.0066 0.0121 243 0.0185 0.0066 0.0120 244 0.0184 0.0065 0.0119 245 0.0182 0.0065 0.0118 246 0.0181 0.0064 0.0117 247 0.0180 0.0064 0.0116 248 0.0178 0.0063 0.0115 249 0.0177 0.0063 0.0114 250 0.0176 0.0062 0.0113 251 0.0174 0.0062 0.0113 252 0.0173 0.0061 0.0112 253 0.0172 0.0061 0.0111 254 0.0171 0.0060 0.0110 255 0.0170 0.0060 0.0110 256 0.0168 0.0060 0.0109 257 0.0167 0.0059 0.0108 258 0.0166 0.0059 0.0107 259 0.0165 0.0059 0.0107 • 260 0.0164 0.0058 .0.0106 261 0.0163 0.0058 0.0105 262 0.0162 0.0057 0.0105 263 0.0161 0.0057 0.0104 264 0.0160 0.0057 0.0104 265 0.0159 0.0056 0.0103 266 0.0159 0.0056 0.0102 267 0.0158 0.0056 0.0102 268 0.0157 0.0055 0.0101 269 0.0156 0.0055 0.0101 270 0.0155 0.0055 0.0100 271 0.0154 0.0055 0.0100 272 0.0153 0.0054 0.0099 273 0.0153 0.0054. 0.0099 274 0.0152 0.0054 0.0098 275_ 0.0151 0.0053 0.0098 276 0.0150 0.0053 0.0097 277 0.0150 0.0053 0.0097 278 0.0149 0.0053 0.0096 279 0.0148 0.0052 0.0096 280 0.0147 0.0052 0.0095 281 0.0147 0.0052 0.0095 282 0.0146 0.0052 0.0094 283 0.0145 0.0051 0.0094 284 0.0145 0.0051 0.0093 285 0.0144 0.0051 0.0093 286 0.0143 0.0051 0.0093 287 0.0143 0.0051 0.0092 288 0.0142 0.0050 0.0092 Total soil rain loss = 2.32(In) Total effective. rainfall = 4.66(In) Peak flow rate in flood hydrograph = 68.21(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Run o f f Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 0+ 5 0.0011 0.16 Q 0+10 0.0083 1.04 Q 0+15 0.0239 2.27 VQ 0+20 0.0432 2.81 VQ 0+25 0.0637 2.97 VQ 0+30 0.0845 3.02 VQ 0+35 0.1055 3.05 VQ 0+40 0.1265 3.05 VQ 0+45 0.1476 3.06 VQ 0+50 0.1687 3.07 VQ 0+55 0.1899 3.07 VQ 1+ 0 0.2111 3.08 VQ 1+ 5 0.2324 3.09 VQ 1+10 0.2537 3.10 VQ 1+15 0.2751 3.10 Q 1+20 0.2965 3.11 Q 1+25 0.3180 3.12 Q 1+30 0.3395 3.12 Q 1+35 0.3611 3.13 Q 1+40 0.3827 3.14 Q 1+45 0.4044 3.15 Q 1+50 0.4261 3.15 Q 1+55 0.4479 3.16 Q 2+ 0 0.4697 3.17 Q 2+ 5 0.4916 3.18 Q '2+10 0.5136 3.19 Q 2+15 0.5355 3.19 QV 2+20 0.5576 3.20 QV 2+25 0.5797 3.21 QV 2+30 0.6019 3.22 QV 2+35 0.6241 3.23 QV 2+40 0.6464 3.23 QV 2+45 0.6687 3.24 QV 2+50 0.6911 3.25 QV 2+55 0.7135 3.26 QV 3+ 0 0.7360 3.27 QV 3+ 5 0.7586 3.28 QV 3+10 0.7812 3.28 QV 3+15 0.8039 3.29 Q V 3+20 0.8266 3.30 Q V 3+25 0.8494 3.31 Q V 3+30 0.8723 3.32 Q V 3+35 0.8952 3.33 Q V 3+40 0.9182 3.34 Q V 3+45 0.9413 3.35 Q V 3+50 0.9644 3.36 Q V 3+55 0.9876 3.37 Q V 4+ 0 1.0109 3.38 Q V 4+ 5 1.0342 3.39 Q V' 4+10 1.0576 3.40 Q V 4+15 1.0810 3.41 Q V 4+20 1.1045 3.42 Q V 4+25 1.1281 3.43 Q V 4+30 1.1518 3.44 Q V 4+35 1.1755 3.45 Q V 4+40 1.1993 3.46 Q V 4+45 1.2232 3.47 Q V 4+50 1.2471 3.48 Q V 4+55 1.2712 3.49 Q V 5+ 0 1.2952 3.50 Q V 5+ 5 1.3194 3.51 Q V 5+10 1.3437 3.52 Q V 5+15 1.3680 3.53 Q V 5+20 1.3924 3.54 Q V 5+25 1.4168 3.55 Q. V 5+30 1.4414 3.56 Q V 5+35 1.4660 3.58 Q V 5+40 1.4907 3.59 Q V 5+45 1.5155 3.60 Q V 5+50 1.5404 3.61 Q V 5+55 1.5654 3.62 Q V 6+ 0 1.5904 3.64 Q V 6+ 5 1.6155 3.65 Q V 6+10 1.6408 3.66 Q V 6+15 1.6661 3.67 Q V 6+20 1.6915 3.69 Q V 6+25 1.7169 3.70 Q V 6+30 1.7425 3.71 Q V 6+35 .1.7682 3.73 Q V 6+40 1.7939 3.74 Q V 6+45 1.8198 3.75 Q V 6+50 1.8457 3.77 Q V 6+55 1.8718 3.78 Q V 7+ 0 1.8979 3.80 Q V 7+ 5 1.9241 3.81 Q V 7+10 1.9505 3.82 Q V 7+15 1.9769 3.84 Q V 7+20 2.0035 3.85 Q V 7+25 2.0301 3.87 Q V 7+30 2.0569 3.88 Q V 7+35 2.0837 3.90 Q V 7+40 2.1107 3.92 Q V 7+45 2.1378 3.93 Q V 7+50 2.1649 3.95 Q V 7+55 2.1923 3.96 Q V 8+ 0 2.2197 3.98 Q V 8+ 5 2.2472 4.00 Q V 8+10 2.2748 4.01 Q V 8+15 2.3026 4.03 Q V 8+20 2.3305 4.05 Q V 8+25 2.3585 4.07 Q V 8+30 2.3867 4.09 Q V 8+35 2.4149 4.10 Q V 8+40 2.4433 4.12 Q V 8+45 2.4719 4.14 Q V 8+50 2.5005 4.16 Q V 8+55 2.5293 4.18 Q V 9+ 0 2.5582 4.20 Q V 9+ 5 2.5873 4.22 Q V 9+10 2.6165 4.24 Q V 9+15 2.6459 4.26 Q V 9+20 2.6754 4.28 Q V 9+25 2.7050 4.31 Q V 9+30 2.7349 4.33 Q V 9+35 2.7648 4.35 Q V 9+40 2.7949 4.37 Q V 9+45 2.8252 4.40 Q V 9+50 2.8557 4.42 Q V 9+55 2.8863 4.44 Q V 10+ 0 2.9171 4.47 Q V 10+ 5 2.9480 4.49 Q V 10+10 2.9791 4.52 Q V 10+15 3.0104 4.55 Q V 10+20 3.0419 4.57 Q V 10+25 3.0736 4.60 Q V 10+30 3.1055 4.63 Q V 10+35 3.1375 4.66 Q V • 10+40 3.1698 4.68 Q 10+45 3.2023 4.71 Q 10+50 3.2350 4.74 Q 10+55 3.2678 4.78 Q 11+ 0 3.3009 4.81 Q 11+ 5 3.3343 4.84 Q 11+10 3.3678 4.87 Q 11+15 3.4016 4.91 Q 11+20 3.4356 4.94 Q 11+25 3.4699 4.98 Q 11+30 3.5044 5.01 Q 11+35 3.5392 5.05 Q 11+40 3.5742 5.09 Q 11+45 3.6095 5.13 Q 11+50 3.6451 5.17 Q 11+55 3.6810 5.21 Q 12+ 0 3.7171 5.25 Q 12+ 5 3.7534 5.27 Q 12+10 3.7892 5.19 Q 12+15 3.8241 5.07 Q 12+20 3.8589 5.05 Q 12+25 3.8938 5.08 Q 12+30 3.9291 5.12 Q 12+35 3.9647 5.17 Q 12+40 4.0008 5.23 Q 12+45 4.0372 5.29 Q 12+50 4.0740 5.34 Q 12+55 4.1112 5.41 Q 13+ 0 4.1489 5.47 Q 13+ 5 4.1870 5.54 Q 13+10 4.2256 5.61 Q 13+15 4.2647. 5.68 Q 13+20 4.3043 5.75 Q 13+25 4.3445 5.83 Q 13+30 4.3852 5.91 Q 13+35 4.4265 6.00 Q 13+40 4.4684 6.09 Q 13+45 4.5110 6.18 Q 13+50 4.5542 6.28 Q 13+55 4.5982 6.38 Q 14+ 0 4.6428 6.49 Q 14+ 5 4.6883 6.61 Q 14+10 4.7347 6.73 Q 14+15 4.7820 6.87 Q 14+20 4.8302 7.00 Q 14+25 4.8795 7.15 Q 14+30 4.9298 7.31 Q 14+35 4.9813 7.48 Q 14+40 5.0341 7.66 Q 14+45 5.0882 7.86 Q 14+50 5.1438 8.07 Q 14+55 5.2009 8.30 Q 15+ 0 5.2599 8.56 Q 15+ 5 5.3208 8.84 Q 15+10 5.3838 9.15 Q 15+15 5.4493 9.51 Q 15+20 5.5175 9.91 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 15+25 5.5879 10.22 Q 15+30 5.6560 9.89 Q 15+35 5.7204 9.34 Q 15+40 5.7864 9.59 Q 15+45 5.8583 10.43 Q 15+50 5.9391 11.74 Q 15+55 6.0343 13.82 Q 16+ 0 6.1594 18.16 16+ 5 6.3727 30.97 16+10 6.7868 60.13 16+15 7.2566 68.21 16+20 7.5144 37.44 16+25 7.6461 19.12 16+30 7.7335 12.69 Q 16+35 7.8136 11.63 Q 16+40 7.8826 10.02 Q 16+45 7.9467 9.31 Q 16+50 8.0066 8.69 Q 16+55 8.0630 8.19 Q 17+ 0 8.1164 7.76 Q 17+ 5 8.1673 7.39 Q 17+10 8.2160 7.07 Q 17+15 8.2628 6.79 Q 17+20 8.3079 6.54 Q 17+25 8.3514 6.32 Q 17+30 8.3936 6.13 Q 17+35 8.4346 5.95 Q 17+40 8.4744 5.79 Q 17+45 8.5133 5.64 Q 17+50 8.5511 5.50 Q 17+55 8.5881 5.37 Q 18+ 0 8.6243 5.25 Q 18+ 5 8.6598 5.16 Q 18+10 8.6955 5.18 Q 18+15 8.7317 5.25 Q 18+20 8.7678 5.24 Q 18+25 8.8034 5.17 Q 18+30 8.8385 5.10 Q 18+35 8.8732 5.03 Q 18+40 8.9073 4.95 Q 18+45 8.9409 4.89 Q 18+50 8.9741 4.82 Q 18+55 9.0069 4.76 Q 19+ 0 9.0392 4.70 Q 19+ 5 9.0712 4.64 Q 19+10 9.1027 4.58 Q 19+15 9.1339 4.53 Q 19+20 9.1648 4.48 Q 19+25 9.1953 4.43 Q 19+30 9.2255 4.38 Q 19+35 9.2553 4.34 Q 19+40 9.2849 4.29 Q 19+45 9.3142 4.25 Q 19+50 9.3432 4.21 Q 19+55 9.3719 4.17 Q 20+ 0 9.4003 4.13 Q 20+ 5 9.4285 4.09 Q V' V V V V V V V V V V 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 20+10 9.4564 4.06 Q 20+15 9.4841 4.02 Q 20+20 9.5116 3.99 Q 20+25 9.5388 3.95 Q 20+30 9.5658 3.92 Q 20+35 9.5926 3.89 Q 20+40 9.6192 3.86 Q 20+45 9.6456 3.83 Q 20+50 9.6718 3.80 Q 20+55 9.6977 3.77 Q 21+ 0 9.7235 3.74 Q 21+ 5 9.7491 3.72 Q 21+10 9.7746 3.69 Q 21+15 9.7998 3.67 Q 21+20 9.8249 3.64 Q 21+25 9.8498 3.62 Q 21+30 9.8746 3.59 Q 21+35 9.8991 3.57 Q 21+40 9.9236 3.55 Q 21+45 9.9478 3.52 Q 21+50 9.9719 3.50 Q 21+55 9.9959 3.48 Q 22+ 0 10.0198 3.46 Q 22+ 5 10.0434 3.44 Q 22+10 10.0670 3.42 Q 22+15 10.0904 3.40 Q 22+20 10.1137 3.38 Q 22+25 10.1368 3.36 Q 22+30 10.1598 3.34 Q 22+35 10.1827 3.32 Q 22+40 10.2055 3.31 Q 22+45 10.2281 3.29 Q 22+50 10.2507 3.27 Q 22+55 10.2731 3.25 Q 23+ 0 10.2954 3.24 Q 23+ 5 10.3176 3.22 Q 23+10 10.3396 3.20 Q 23+15 10.3616 3.19 Q 23+20 10.3834 3.17 Q 23+25 10.4052 3.16 Q 23+30 10.4268 3.14 Q 23+35. 10.4484 3.13 Q 23+40 10.4698 3.11 Q 23+45 10.4.912 3.10 Q 23+50 10.5124 3.08 Q 23+55 10.5335 3.07 Q 24+ 0 10.5546 3.06 Q 24+ 5 10.5744 2.88 Q 24+10 10.5882 1.99 Q 24+15 10.5934 0.76 Q 24+20 10.5949 0.22 Q 24+25 10.5953 0.06 Q 24+30 10.5955 0.03 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 Unit H y d r o g r a p h A n -a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 10 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 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 32.0 52.0 Area Area (Ac.) Fraction 14.60 0.535 7.70 0.282 5.00 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 4.62 3.08 Area Fract 0.267 0.267 0.169 0.113 SCS CN SCS CN S Pervious (AMC2) (AMC3) Yield Fr 32.0 52.0 9.23 0.196 98.0 98.0 0.20 0.958 32.0 52.0 9.23 0.196 98.0 98.0 0.20 0.958 0.50 0.018. 32.0 52.0 9.23 0.196 4.50 0.165 98.0 98.0 0.20 0.958 Area -averaged catchment yield fraction, Y = 0.611 Area -averaged low loss fraction, Yb = 0.389 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.157 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 53.0786 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.389 (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 27.30(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 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 = 0.362(In) 0.742(In) = 0.979(In) = 1.788(In) = 2.614(In) = 5.645(In) Unit Hydro'graph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 330.16 (CFS)) 1 5.135 16.955 2 33.307 93.012 3 73.471 132.604 4 92.153 61.681 5 97.775 18.560 6 99.055 4.226 7 100.000 3.121 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3622 0.3622 2 0.4780 0.1157 3 0.5621 0.0842 4 0.6307 0.0686 5 0.6896 0.0589 6 0.7418 0.0522 7 0.7889 0.0472 8 0.8322 0.0433 9 0.8724 0.0401 10 0.9099 0.0376 11 0.9453 0.0354 12 0.9787 0.0335 13 1.0227 0.0439 14 1.0651 0.0424 15 1.1062 0.0411 16 1.1461 0.0399 17 1.1848 0.0388 18 1.2226 0.0377 19 1.2594 0.0368 20 1.2953 0.0359 21 1.3304 0.0351 22 1.3648 0.0344 23 1.3985 0.0337 24 1.4315 0.0330 25 1.4640 0.0324 26 1.4958 0.0318 27 1.5271 0.0313 28 1.5579 0.0308 29 1.5881 0.0303 30 1.6179 0.0298 31 1.6473 0.0294 32 1.6763 0.0289 33 1.7048 0.0285 34 1.7329 0.0281 35 1.7607 0.0278 36 1.7881 0.0274 37 1.8152 0.0270 38 1.8419 0.0267 39 .1.8683 0.0264 40 1.8943 0.0261 41 1.9201 0.0258 42 1.9456 0.0255 43 1.9709 0.0252 44 1.9959 0.0250 45 2.0206 0.0247 46 2.0450 0.0245 47 2.0693 0.0242 48 2.0933 0.0240 49 2.1170 0.0238 50 2.1406 0.0236 51 2.1639 0.0233 52 2.1871 0.0231 53 2.2100 0.0229 54 2.2327 0.0227 55 2.2553 0.0225 56 2.2777 0.0224 57 2.2998 0.0222 58 2.3218 0.0220 59 2.3437 0.0218 60 2.3654 0.0217 61 2.3869 0.0215 62 2.4082 0.0214 63 2.4294 0.0212 64 2.4505 0.0210 65 2.4714 0.0209 66 2.4921 0.0208 67 2.5127 0.0206 68 2.5332 0.0205. 69 2.5535 0.0203 70 2.5737 0.0202 71 2.5938 0.0201 72 2.6137 0.0199 73 2.6338 0.0201 74 2.6538 0.0200 75 2.6737 0.0199 76 2.6934 0.0197 77 2.7130 0.0196 78 2.7326 0.0195 79 2.7520 0.0194 80 2.7712 0.0193 81 2.7904 0.0192 82 2.8095 0.0191 83 2.8285 0.0190 84 2.8474 0.0189 85 2.8661 0.0188 86 2.8848 0.0187 87 2.9034 0.0186 88 2.9219 .0.0185 89 2.9403 0.0184 90 2.9586 0.0183 91 2.9768 0.0182 92 2.9949 0.0181 93 3.0130 0.0180 94 3.0309 0.0180 95 3.0488 0.0179 96 3.0666 0.0178 97 3.0843 0.0177 98 3.1019 0.0176 99 3.1194 0.0175 100 3.1369 0.0175 101 3.1543 0.0174 102 3.1716 0.0173 103 3.1888 0.0172 104 3.2060 0.0172 105 3.2231 0.0171 106 3.2401 0.0170 107 3.2570 0.0169 108 3.2739 0.0169 109 3.2907 0.0168 110 3.3074 0.0167 111 3.3241 0.0167 112 3.3407 0.0166 113 3.3572 0.0165 114 3.3737 0.0165 115 3.3901 0.0164 116 3.4064 0.0163 117 3.4227 0.0163 118 3.4389 0.0162 119 3.4551 0.0162 120 3.4712 0.0161 121 3.4872 0.0160 122 3.5032 0.0160 123 3.5191 0.0159 124 3.5350 0.0159 125 3.5508 0.0158 126 3.5665 0.0157 127 3.5822 0.0157 128 3.5979 0.0156 129 3.6135 0.0156 130 3.6290 0.0155 131 3.6445 0.0155 132 3.6599 0.0154 133 3.6753 0.0154 134 3.6906 0.0153 135 3.7059 0.0153 136 3.7211 0.0152 137 3.7363 0.0152 138 3.7514 0.0151 139 3.7664 0.0151 140 3.7815 0.0150 141 3.7965 0.0150 142 3.8114 0.0149 143 3.8263 0.0149 144 3.8411 0.0148 145 3.8559 0.0148 146 3.8706 0.0147 147 3.8853 0.0147 148 3.9000 0.0147 149 3.9146 0.0146 150 3.9292 0.0146 151 3.9437 0.0145 152 3.9582 0.0145 153 3.9726 0.0144 • 154 3.9870 0.0144 155 4.0014 '0.0144 156 4.0157 0.0143 157 4.0300 0.0143 158 4.0442 0.0142 159 4.0584 0.0142 160 4.0726 0.0142 161 4.0867 0.0141 162 4.1008 0.0141 163 4.1148 0.0140 164 4.1288 0.0140 165 4.1428 0.0140 166 4.1567 0.0139 167 4.1706 0.0139 168 4.1845 0.0139 169-4.1983 0.0138 170 4.2121 0.0138 171 4.2258 0.0137 172 4.2395 0.0137 173 4.2532 0.0137 174 4.2668 0.0136 175 4.2804 0.0136 176 4.2940 0.0136 177 4.3075 0.0135 178 4.3210 0.0135 179 4.3345 0.0135 180 4.3479 0.0134 181 4.3613 0.0134 182 4.3747 0.0134 183 4.3880 0.0133 184 4.4013 0.0133 185 4.4146 - 0.0133 186 4.4278 0.0132 187 4.4410 0.0132 188 4.4542 0.0132 189 4.4673 0.0131 190 4.4805 0.0131 191 4.4935 0.0131. 192 4.5066 0.0131 193 4.5196 0.0130 194 4.5326 0.0130 195 4.5456 0.0130 196 4.5585 0.0129 197 4.5714 0.0129 198 4.5843 0.0129 199 4.5971 0.0128 200 4.6099 0.0128 201 4.6227 0.0128 202 4.6355 0.0128 203 4.6482 0.0127 204 4.6609 0.0127 205 4.6736 0.0127 206 4.6862 0.0126 207 4.6989 0.0126 208 4.7115 0.0126 209 4.7240 0.0126 210 4.7366 0.0125 • 211 4.7491 0.0125 212 4.7616 0.0125 213 4.7740 0.0125 214 4.7865 0.0124 215 4.7989 0.0124 216 4.8113 0.0124 217 4.8236 0.0124 218 4.8360 0.0123 219 4.8483 0.0123 220 4.8605 0.0123 221 4.8728 0.0123 222 4.8850 0.0122 223 4.8972 0.0122 224 4.9094 0.0122 225 4.9216 0.0122 226 4.9337 0.0121 227 4.9458 0.0121. 228 4.9579 0.0121 229 4.9700 0.0121 230 4.9820 0.0120 231 4.9941 0.0120 232 5.0061 0.0120 233 5.0180 0.0120 234 5.0300 0.0120 235 5.0419 0.0119 236 5.0538 0.0119 237 5.0657 0.0119 238 5.0776 0.0119 239 5.0894 0.0118 240 5.1012 0.0118 241 5.1130 0.0118 242 5.1248 0.0118 243 5.1365 0.0118 244 5.1483 0.0117 245 5.1600 0.0117 246 5.1717 0.0117 247 5.1833 0.0117 248 5.1950 0.0116 249 5.2066 0.0116 250 5.2182 0.0116 251 5.2298 0.0116 252 5.2413 0.0116 253 5.2529 0.0115 254 5.2644 0.0115 255 5.2759 0.0115 256 5.2874 0.0115 257 5.2988 0.0115 258 5.3103 0.0114 259 5.3217 0.0114 260 5.3331 0.0114 261 5.3445 0.0114 262 5.3559 0.0114 263 5.3672 0.0113 264 5.3785 0.0113 265 5.3898 0.0113 266 5.4011 0.0113 267 5.4124 0.0113 268 5.4236 0.0112 269 5.4349 0.0112 270 5.4461 0.0112 271 5.4573 0.0112 272 5.4684 0.0112 273 5.4796 0.0112 274 5.4907 0.0111 275 5.5019 0.0111 276 5.5130 0.0111 277 5.5241 0.0111 278 5.5351 0.0111 279 5.5462 0.0110 280 5.5572 0.0110 281 5.5682 0.0110 282 5.5792 0.0110 283 5.5902 0.0110 284 5.6012 0.0110 285 5.6121 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 0.0042 0.0067 2 0.0109 0.0042 0.0067 3 0.0109 0.0043 0.0067 4 0.0110 0.0043 0.0067 5 0.0110 0.0043 0.0067 6 0.0110 0.0043 0.0067 7 0.0110 0.0043 0.0068 8 0.0111 0.0043 0.0068 9 0.0111 0.0043 0.0068 10 0.0111 0.0043 0.0068 11 0.0112 0.0043 0.0068 12 0.0112 0.0043 0.0068 13 0.0112 0.0044 0.0069 14 0.0112 0.0044 0.0069 15 0.0113 0.0044 0.0069 16 0.0113 0.0044 0.0069 17 0.0113 0.0044 0.0069 18 0.0113 0.0044 0.0069 19 0.0114 0.0044 0.0070 20 0.0114 0.0044 0.0070 21 0.0114 0.0044 0.0070 22 0.0115 0.0045 0.0070 23 0.0115 0.0045 0.0070 24 0.0115 0.0045 0.0070 25 0.0116 0.0045 0.0071 26 0.0116 0.0045 0.0071 27 0.0116 0.0045 0.0071 28 0.0116 0.0045 0.0071 29 0.0117 0.0045 0.0071 30 0.0117 0.0046 0.0072 31 0.0118 0.0046 0.0072 • 32 0.0118 0.0046 0.0072 33 0.0118 0.0046 0.0072 34 0.0118 0.0046 0.0072 35 0.0119 0.0046 0.0073 36 0.0119 0.0046 0.0073 37 0.0120 0.0046 0.0073 38 0.0120 0.0047 0.0073 39 0.0120 0.0047 0.0073 40 0.0120 0.0047 0.0074 41 0.0121 0.0047 0.0074 42 0.0121 0.0047 0.0074 43 0.0122 0.0047 0.0074 44 0.0122 0.0047 0.0074 45 0.0122 0.0048 0.0075 46 0.0123 0.0048 0.0075 47 0.0123 0.0048 0.0075 48 0.0123 0.0048 0.0075 49 0.0124 0.0048 0.0076 50 0.0124 0.0048 0.0076 51 0.0125 0.0048 0.0076 52 0.0125 0.0049 0.0076 53 0.0125 0.0049 0.0077 54 0.0126 0.0049 0.0077 55 0.0126 0.0049 0.0077 56 0.0126 0.0049 0.0077 57 0.0127 0.0049 0.0078 58 0.0127 0.0049 0.0078 59 0.0128 0.0050 0.0078 60 0.0128 0.0050 0.0078 61 0.0129 0.0050 0.0079 62 0.0129 0.0050 0.0079 63 0.0130 0.0050 0.0079 64 0.0130 0.0050 0.0079 65 0.0131 0.0051 0.0080 66 0.0131 0.0051 0.0080 67 0.0131 0.0051 0.0080 68 0.0132 0.0051 0.0081 69 0.0132 0.0051 0.0081 70 0.0133 0.0052 0.0081 71 0.0133 0.0052 0.0082 72 0.0134 0.0052 0.0082 73 0.0134 0.0052 0.0082 74 0.0135 0.0052 0.0082 75 0.0135 0.0053 0.0083 76 0.0136 0.0053 0.0083 77 0.0136 0.0053 0.0083 78 0.0137 0.0053 0.0084 79 0.0137 0.0053 0.0084 80 0.0138 0.0054 0.0084 81 0.0139 0.0054 0.0085 82 0.0139 0.0054 0.0085 83 0.0140 0.0054 0.0085 84 0.0140 0.0054 0.0086 85 0.0141 0.0055 0.0086 86 0.0141 0.0055 0.0086 87 0.0142 0.0055 0.0087 88 0.0142 0.0055 0.0087. 89 0.0143 0.0056 0.0088 90 0.0144 0.0056 0.0088 91 0.0144 0.0056 0.0088 92 0.0145 0.0056 0.0089 93 0.0146 0.0057 0.0089 94 0.0146 0.0057 0.0089 95 0.0147 0.0057 0.0090 96 0.0147 0.0057 0.0090 97 0.0148 0.0058 0.0091 98 0.0149. 0.0058 0.0091 99 0.0150 0.0058 0.0092 100 0.0150 0.0058 0.0092 101 0.0151 0.0059 0.0092 102 0.0152 0.0059 0.0093 103 0.0153 0.0059 0.0093 104 0.0153 0.0060 0.0094 105 0.0154 0.0060 0.0094 106 0.0155 0.0060 0.0095 107 0.0156 0.0061 0.0095 108 0.0156 0.0061 0.0096 109 0.0157 0.0061 0.0096 110 0.0158 0.0061 0.0097 111 0.0159 0.0062 0.0097 112 0.0160 0.0062 0.0098 113 0.0161 0.0063 0.0098 114 0.0162 0.0063 0.0099 115 0.0163 0.0063 0.0100 116 0.0163 0.0064 0.0100 117 0.0165 0.0064 0.0101 118 0.0165 0.0064 0.0101 119 0.0167 0.0065 0.0102 120 0.0167 0.0065 0.0102 121 0.0169 0.0066 0.0103 122 0.0169 0.0066 0.0104 123 0.0171 0.0066 0.0104 124 0.0172 0.0067 0.0105 125 0.0173 0.0067 0.0106 126 0.0174 0.0068 0.0106 127 0.0175 0.0068 0.0107 128 0.0176 0.0068 0.0108 129 0.0178 0.0069 0.0109 130 0.0179 0.0069 0.0109 131 0.0180 0.0070 0.0110 132 0.0181 0.0070 0.0111 133 0.0183 0.0071 0.0112 134 0.0184 0.0071 0.0112 135 0.0186 0.0072 0.0114 136 0.0187 0.0073 0.0114 137 0.0189 0.0073 0.0115 138 0.0190 0.0074 0.0116 139 0.0192 0.0075 0.0117 140 0.0193 0.0075 0.0118 141 0.0195 0.0076 0.0119 142 0.0196 0.0076 , 0.0120 143 0.0199 . 0.0077 0.0121 144 0.0200 0.0078 0.0122 145 0.0199 0.0078 0.0122 146 0.0201 0.0078 0.0123 147 0.0203 0.0079 0.0124 148 0.0205 0.0080 0.0125 149 0.0208 0.0081 0.0127 150 0.0209 0.0081 0.0128 151 0.0212 0.0082 0.0130 152 0.0214 0.0083 0.0131 153 0.0217 0.0084 0.0132 154 0.0218 0.0085 0.0134 155 0.0222 0.0086 0.0136 156 0.0224 0.0087 0.0137 157 , 0.0227 0.0088 0.0139 158 0.0229 0.0089 0.0140 159 0.0233 0.0091 0.0143 160 0.0236 0.0092 0.0144 161 0.0240 0.0093 0.0147 162 0.0242 0.0094 0.0148 163 0.0247 0.0096 0.0151 164 0.0250 0.0097 0.0153 165 0.0255 0.0099 0.0156 166 0.0258 0.0100 0.0158 167 0.0264 0.0103 0.0161 168 0.0267 0.0104 0.0163 169 0.0274 0.0107 0.0168 170 0.0278 0.0108 0.0170 171 0.0285 0.0111 0.0174 172 0.0289 0.0112 0.0177 173 0.0298 0.0116 0.0182 174 0.0303 0.0118 0.0185 175 0.0313 0.0122 0.0191 176 0.0318 0.0124 0.0195 177 0.0330 0.0128 0.0202 178 0.0337 0.0131 0.0206 179 0.0351 0.0137 0.0215 180 0.0359 0.0140 0.0220 181 0.0377 0.0147 0.0231 182 0.0388 0.0151 0.0237 183 0.0411 0.0160 0.0251 184 0.0424 0.0165 0.0259 185 0.0335 0.0130 0.0205 186 0.0354 0.0137 0.0216 187 0.0401 0.0156 0.0245 188 0.0433 0.0168 0.0265 189 0.0522 0.0203 0.0319 190 0.0589 0.0229 0.0360 191 0.0842 0.0298 0.0544 192 0.1157 0.0298 0.0860 193 0.3622 0.0298 0.3325 194 0.0686 0.0266 0.0419 195 0.0472 0.0183 0.0288 196 0.0376 0.0146 '0.0230 197 0.0439 0.0171 0.0269 198 0.0399 0.0155 0.0244 199 0.0368 0.0143 0.0225 200 0.0344 0.0134 0.0210 201 0.0324 0.0126 0.0198 202 0.0308 0.0120 0.0188 203 0.0294 0.0114 0.0180 204 0.0281 0.0109 0.0172 205 0.0270 0.0105 0.0165 206 0.0261 0.0101 0.0159 207 0.0252 0.0098 0.0154 208 0.0245 0.0095 0.0150 209 0.0238 0.0092 0.0145 210 0.0231 .0.0090 0.0141 211 0.0225 0.0088 0.0138 212 0.0220 0.0086 0.0135 213 0.0215 0.0084 0.0132 214 0.0210 0.0082 0.0129 215 0.0206 0.0080 0.0126 216 0.0202 0.0079 0.0124 217 0.0201 0.0078 0.0123 218 0.0197 0.0077 0.0121 219 0.0194 0.0075 0.0119 220 0.0191 0.0074 0.0117 221 0.0188 0.0073 0.0115 222 0.0185 0.0072 0.0113 223 0.0182 0.0071 0.0111 224 0.0180 0,.0070 0.0110 225 0.0177 0.0069 0.0108 226 0.0175 0.0068 0.0107 227 0.0172 0.0067 0.0105 228 0.0170 0.0066 0.0104 229 0.0168 0.0065 0.0103 230 0.0166 0.0065 0.0101 231 0.0164 0.0064 0.0100 232 0.0162 0.0063 0.0099 233 0.0160 0.0062 0.0098 234 0.0159 0.0062 0.0097 235 0.0157 0.0061 0.0096 236 0.0155 0.0060 0.0095 237 0.0154 0.0060 0.0094 238 0.0152 0.0059 . 0.0093 239 0.0151 0.0059 0.0092 240 0.0149 0.0058 0.0091 241 0.0148 0.0057 0.0090 242 0.0147 0.0057 0.0090 243 0.0145 0.0056 0.0089 244 0.0144 0.0056 0.0088 245 0.0143 0.0055 0.0087 246 0.0142 0.0055 0.0087 247 0.0140 0.0055 0.0086 248 0.0139 0.0054 0.0085 249 0.0138 0.0054 0.0084 250 0.0137 0.0053 0.0084 251 0.0136 0.0053 0.0083 252 0.0135 0.0052 0.0083 253 0.0134 0.0052 0.0082 254 0.0133 0.0052 0.0081 255 0.0132 0.0051 0.0081 256 0.0131 0.0051 0.0080 257 0.0130 0.0051 0.0080 258 0.0129 0.0050 0.0079 259 0.0128 0.0050 0.0079 260 0.0128 0.0050 0.0078 261 0.0127 0.0049 0.0077 262 0.0126 0.0049 0.0077 263 0.0125 0.0049 0.0077 264 0.0124 0.0048 0.0076 265 0.0124 0.0048 0.0076 266 0.0123 0.0048 0.0075 267 0.0122 0.0047 0.0075 268 0.0121 0.0047 0.0074 269 0.0121 0.0047 0.0074 270 0.0120 0.0047 0.0073 271 0.0119 0.0046 0.0073 272 0.0119 0.0046 0.0073 273 0.0118 0.0046 0.0072 274 0.0117 0.0046 0.0072 275 0.0117 0.0045 0.0071 276 0.0116 0.0045 0.0071 277 0.0115 .0.0045 0.0071 278 0.0115 0.0045 0.0070 279 0.0114 0.0044 0.0070 280 0.0114 0.0044 0.0069 281 0.0113 0.0044 0.0069 282 0.0112 0.0044 0.0069 283 0.0112 0.0044 0.0068 284 0.0111 0.0043 0.0068 285 0.0111 0.0043 0.0068 286 0.0110 0.0043 0.0067 287 0.0110 0.0043 0.0067 288 . 0.0109 0.0042 0.0067 Total soil rain loss = 2.06(In) Total effective rainfall = 3.58(In) Peak flow rate in flood hydrograph = 55.04(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 0+ 5 0.0008 0.11 Q 0+10 0.0058 0.73 Q 0+15 0.0170 1.62 VQ 0+20 0.0310 2.03 VQ 0+25 0.0458 2.16 VQ 0+30 0.0609 2.19 VQ 0+35 0.0762 2.22 VQ 0+40 0.0915 2.22 VQ 0+45 0.1069 2.23 VQ 0+50 0.1223 2.23 VQ 0+55 0.1377 2.24 VQ 1+ 0 0.1532 2.25 VQ 1+ 5 0.1687 2.25 VQ 1+10 0.1842 2.26 VQ 1+15 0.1998 2.26 VQ 1+20 0.2154 2.27 Q 1+25 0.2311 2.27 Q 1+30 0.2468 2.28 Q 1+35 0.2625 2.29 Q 1+40 0.2783 2.29 Q 1+45 0.2941 2.30 Q 1+50 0.3100 2.30 Q 1+55 0.3259 2.31 Q 2+ 0 0.3418 2.31 Q 2+ 5 0.3578 2.32 Q 2+10 0.3738 2.33 Q 2+15 0.3899 2.33 Q 2+20 0.4060 2.34 Q 2+25 0.4221 2.35 QV 2+30 •0.4383 2.35 QV 2+35 0.4546 2.36 QV 2+40 0.4709 2.36 QV 2+45 0.4872 2.37 QV 2+50 0.5036 2.38 QV 2+55 0.5200 2.38 QV 3+ 0 0.5364 2.39 QV 3+ 5 0.5530 2.40 QV 3+10 0.5695 2.40 QV 3+15 0.5861 2.41 QV 3+20 0.6028 2.42 QV 3+25 0.6195 2.43 Q V 3+30 0.6362 2.43 Q V 3+35 0.6530 2.44 Q V 3+40 0.6699 2.45 Q V 3+45 0.6868 2.45 Q V 3+50 0.7037 2.46 Q V 3+55 0.7207 2.47 Q V 4+ 0 0.7378 2.48 Q V 4+ 5 0.7549 2.48 Q V 4+10 0.7720 2.49 Q V 4+15 0.7892 2.50 Q V 4+20 0.8065 2.51 Q V 4+25 0.8238 2.51 Q V 4+30 0.8412 2.52 Q V 4+35 0.8586 2.53 Q V 4+40 0.8761 2.54 Q V 4+45 0.8936 2.55 Q V 4+50 0.9112 2.55 Q V 4+55 0.9289 2.56 Q V 5+ 0 0.9466 2.57 Q V 5+ 5 0.9643 2.58 Q V 5+10 0.9822 2.59 Q V 5+15 1.0000 2.60 Q V 5+20 1.0180 2.61 Q V 5+25 1.0360 2.61 Q V 5+30 1.0541 2.62 Q V 5+35 1.0722 2.63 Q V 5+40 1.0904 2.64 Q V 5+45 1.1087 2.65 Q V 5+50 1.1270 2.66 Q V • • 5+55 • 1.1454 2.67 Q V 6+ 0 1.1638 2.68 Q V 6+ 5 1.1824 2.69 Q V 6+10 1.2010 2.70 Q V 6+15 1.2196 2.71 Q V 6+20 1.2384 2.72- Q V 6+25 1.2572 2.73 Q V 6+30 1.2760 2.74 Q V 6+35 1.2950 2.75 Q V 6+40 1.3140 2.76 Q V 6+45 1.3331 2.77 Q V 6+50 1.3523 2.78 Q V 6+55 1.3715 2.79 Q V 7+ 0 1.3908 2.81 Q V 7+ 5 1.4102 2.82 Q V 7+10 1.4297 2.83 Q V 7+15 1.4493 2.84 Q V 7+20 1.4689 2.85 Q V 7+25 1.4886 2.86 Q V. 7+30 1.5084 2.88 Q V 7+35 1.5283 2.89 Q V 7+40 1.5483 2.90 Q V 7+45 1.5684 2.91 Q V 7+50 1.5885 2.93 Q V 7+55 1.6088 2.94 Q V 8+ 0 1.6291 2.95 Q V 8+ 5 1.6495 2.97 Q V 8+10 1.6700 2.98 Q V 8+15 1.6907 2.99 Q V 8+20 1.7114 3.01 Q V 8+25 1.7322 3.02 Q V 8+30 1.7531 3.04 Q V 8+35 1.7741 3.05 Q V 8+40 1.7952 3.07 Q V 8+45 1.8164 3.08 .Q V 8+50 1.8377 3.10 Q V 8+55 1.8592 3.11 Q V 9+ 0 1.8807 3.13 Q V 9+ 5 1.9023 3.14 Q V 9+10 1.9241 3.16 Q V 9+15 1.9460 3.18 Q V 9+20 1.9680 3.19 Q V 9+25 1.9901 3.21 Q V 9+30 2.0123 3.23 Q V 9+35 2.0347 3.25 Q V 9+40 2.0572 3.26 Q V 9+45 2.0798 3.28 Q V 9+50 .2.1025 3.30 Q V 9+55 2.1254 3.32 Q V 10+ 0 2.1484 3.34 Q V 10+ 5 2.1715 3.36 Q V 10+10 2.1948 3.38 Q V 10+15 2.2183 3.40 Q V 10+20 2.2418 3.42 Q IV 10+25 2.2656 3.45 Q IV 10+30 2.2895 3.47 Q IV 10+35 2.3135 3.49 Q IV • 10+40 2.3377 3.51 Q. 10+45 2.3620 3.54 Q 10+50 2.3866 3.56 Q 10+55 2.4113 3.59 Q 11+ 0 2.4361 3.61 Q 11+ 5 2.4612 3.64 Q 11+10 2.4864 3.66 Q 11+15 2.5118 3.69 Q 11+20 2.5374 3.72 Q 11+25 2.5632 3.75 Q 11+30 2.5892 3.78 Q 11+35 2.6155 3.81 Q 11+40 2.6419 3.84 Q 11+45 2.6685 3.87 Q 11+50 2.6954 3.90 Q 11+55 2.7225 3.93 Q 12+ 0 2.7498 3.97 Q 12+ 5 2.7774 4.00 Q 12+10 2.8051 4.02 Q 12+15 2.8328 4.04 Q 12+20 2.8608 4.06 Q 12+25 2.8891 4.10 Q 12+30 2.9176 4.14 Q 12+35 2.9464 4.18 Q 12+40 2.9755 4.23 Q 12+45 3.0049 4.27 Q 12+50 3.0347 4.32 Q 12+55 3.0647 4.37 Q 13+ 0 3.0952 4.42 Q 13+ 5 3.1260 4.47 Q 13+10 3.1571 4.53 Q 13+15 3.1887 4.58 Q 13+20 3.2206 4.64 Q 13+25 3.2530 4.70 Q 13+30 3.2859 4.77 Q 13+35 3.3192 4.84 Q 13+40 3.3529 4.90 Q 13+45 3.3872 4.98 Q 13+50 3.4221 5.06 Q 13+55 3.4575 5.14 Q 14+ 0 3.4934 5.22 Q 14+ 5 3.5300 5.32 Q 14+10 3.5673 5.41 Q 14+15 3.6053 5.52 Q 14+20 3.6441 5.63 Q 14+25 3.6837 5.75 Q 14+30 3.7241 5.87 Q 14+35 3.7654 6.00 Q 14+40 3.8077 6.14 Q 14+45 3.8511 6.30 Q 14+50 3.8956 6.46 Q 14+55 3.9414 6.65 Q 15+ 0 3.9886 6.85 Q 15+ 5 4.0373 7.07 Q 15+10 4.0877 7.31 Q 15+15 4.1400 7.59 Q 15+20 4.1944 7.90 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 • • 15+25 4.2504 8.14 15+30 4.3046 7.87 15+35 4.3554 7.38 15+40 4.4072 7.52 15+45 4.4634 8.16 15+50 4.5266 9.17 15+55 4.6006 10.74 16+ 0 4.6964 13.92 16+ 5 4.8607 23.85 16+10 5.1863 47.28 16+15 5.5653 55.04 16+20 5.7793 31.07 16+25 5.8875 15.70 16+30 5.9576 10.19 Q 16+35 6.0222 9.38 Q 16+40 6.0774 8.02 Q. 16+45 6.1288 7.46 Q 16+50 6.1769 6.98 Q 16+55 6.2222 6.58 Q 17+ 0 6.2652 6.24 Q 17+ 5 6.3062 5.95 Q 17+10 6.3454 5.70 Q 17+15 6.3831 5.47 Q 17.+20 6.4194 5.28 Q 17+25 6.4546 5.10 Q 17+30 6.4886 4.95 Q 17+35 6.5217 4.80 Q 17+40 6.5539 4.67 Q 17+45 6.5853 4.56 Q 17+50 6.6159 4.45 Q 17+55 6.6458 4.34 Q 18+ 0 6.6751 4.25 Q 18+ 5 6.7038 4.17 Q 18+10 6.7320 4.10 Q 18+15 6.7599 4.04 Q 18+20 6.7873 3.98 Q 18+25 6.8143 3.92 Q 18+30 6.8408 3.85 Q 18+35 6.8669 3.79 Q 18+40 6.8926 3.73 Q 18+45 6.9180 3.68 Q 18+50 6.9429 3.62 Q 18+55 6.9675 3.57 Q 19+ 0 6.9918 3.53 Q 19+ 5 7.0158 3.48 Q 19+10 7.0394 3.43 Q 19+15 7.0628 3.39 Q 19+20 7.0859 3.35 Q 19+25 7.1087 3.31 Q 19+30 7.1312 3.27 Q 19+35 7.1535 3.24 Q 19+40 7.1756 3.20 Q 19+45 7.1974 3.17 Q 19+50 7.2190 3.14 Q 19+55 7.2403 3.10 Q 20+ 0 7.2615 3.07 Q 20+ 5 7.2825 3.04 Q 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 V V v v V v V V v v V V V v V V v V v V V V v v v v v v 20+10 7.3032 3.01 Q 20+15 7.3238 2.99 Q 20+20 7.3442 2.96 Q 20+25 7.3644 2.93 Q 20+30 7.3844 2.91 Q 20+35 7.4042 2.88 Q 20+40 7.4239 2.86 Q 20+45 7.4434 2.83 Q 20+50 7.4628 2.81 Q 20+55 7.4820 2.79 Q 21+ 0 7.5011 2.77 Q 21+ 5 7.5200 2.75 Q 21+10 7.5387 2.72 Q 21+15 7.5574 2.70 Q 21+20 7.5759 2.68 Q 21+25 7.5942 2.67 Q 21+30 7.6124 2.65 Q 21+35 7.6305 2.63 Q 21+40 7.6485 2.61 Q 21+45 7.6664 2.59 Q 21+50 7.6841 2.58 Q 21+55 7.7017 2.56 Q 22+ 0 7.7192 2.54 Q 22+ 5 7.7366 2.53 Q 22+10 7.7539 2.51 Q 22+15 7.7711 2.49 Q 22+20 7.7882 2.48 Q 22+25 7.8052 2.46 Q 22+30 7.8220 2.45 Q 22+35 7.8388 2.44 Q 22+40 7.8555 2.42 Q 22+45 7.8721 2.41 Q 22+50 7.8885 2.39 Q 22+55 7.9049 2.38 Q 23+ 0 7.9213 2.37 Q 23+ 5 7.9375 2.35 Q 23+10 7.9536 2.34 Q 23+15 7.9696 2.33 Q 23+20 7.9856 2.32 Q 23+25 8.0015 2.31 Q 23+30 8.0173 2.29 Q 23+35 8.0330 2.28 Q 23+40 8.0486 2.27 Q 23+45 8.0642 2.26 Q 23+50 8.0797 2.25 Q 23+55 8.0951 2.24 Q 24+ 0 8.1104 2.23 Q 24+ 5 8.1249 2.10 Q 24+10 8.1351 1.48 Q 24+15 8.1391 0.59 Q 24+20 8.1403 0.17 Q 24+25 8.1406 0.05 Q 24+30 8.1408 0.02 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 Unit H y d r o g r a p h Analysis Copyright (c). CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 2 Year Storm 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 27.30 1 0.98 •Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area No.(AMCII) NO.(AMC 3) (Ac.) Fraction 32.0 52.0 14.60 0.535 '32.0 52.0 7.70 0.282 32.0 52.0 5.00 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb,********** Area (Ac.) 7.30 7.30 Area Fract 0.267 0.267 4.62 0.169 3.08 0.113 0.50 0.018 4.50 0.165 SCS CN SCS CN (AMC2) (AMC3) 32.0 52.0 98.0 98.0 32.0 98.0 52.0 98.0 32.0 52.0 98.0 98.0 S Pervious Yield Fr 9.23 0.060 0.20 0.929 9.23 0.060 0.20 0.929 9.23 0.060 0.20 0.929 Area -averaged catchment yield fraction, Y = 0.534 Area -averaged low loss fraction, Yb = 0.466 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.164 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.8130 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.466 (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 27.30(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted rainfall = 0.230(In) Adjusted rainfall = 0.472(In) Adjusted rainfall = 0.623(In) Adjusted. rainfall = 1.174(In) Adjusted rainfall = 1.750(In) Adjusted rainfall = 3.300(In) Unit H y.d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph . Unit Hydrograph Number Mean values ((CFS)) K = 330.16 (CFS)) 1 4.721 15.586 2 30.727 85.862 3 70.062 129.868 4 90.587 67.765 5 97.250 22.000 6 98.831 5.217 7 100.000 3.861 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2305 0.2305 2 0.3041 0.0736 3 0.3577 0.0535 4 0.4013 0.0436 5 0.4387 0.0375 6 0.4719 0.0332 7 0.5020 0.0300 8 0.5295 0.0275 9 0.5550 0.0255 10 0.5789 0.0239 11 0.6014 0.0225 12 0.6227 0.0213 13 0.6522 0.0294 14 0.6807 0.0285 15 0.7083 0.0276 16 0.7352 0.0269 17 0.7613 0.0262 18 0.7869 0.0255 19 0.8118 0.0249 20 0.8362 0.0244 21 0.8601 0.0239 22 0.8835 0.0234 23 0.9064 0.0230 24 0.9289 0.0225 25 0.9511 0.0221 26 0.9728 0.0218 27 0.9943 0.0214 28 1.0153 0.0211 29 1.0361 0.0208 30 1.0566 0.0205 31 1.0768 0.0202 32 1.0967 0.0199 33 1.1163 0.0196 34 1.1357 0.0194 35 1.1549 0.0192 36 1.1738 0.0189 37 1.1925 0.0187 38 1.2109 0.0185 39 1.2292 0.0183 • 40 1.2472 0.0181 41 1.2651 0.0179 42 1.2828 0.0177 43 1.3003 0.0175 44 1.3176 0.0173 45 1.3348 0.0172 46 1.3518 0.0170 47 1.3.687 0.0169 48 1.3854 0.0167 49 1.4019 0.0166 50 1.4183 0.0164 51 1.4346 0.0163 52 1.4507 0.0161 53 1.4667 0.0160 54 1.4826 0.0159 55 1.4984 0.0158 56 1.5140 0.0156 57 1.5295 0.0155 58 1.5449 0.0154 59 1.5602 0.0153 60 1.5754 0.0152 61 1.5905 0.0151 62 1.6054 0.0150 63 1.6203 0.0149 64 1.6351 0.0148 65 1.6497 0.0147 66 1.6643 0.0146 67 1.6788 0.0145 68 1.6932 0.0144 69 1.7075 0.0143 70 1.7217 0.0142 71 1.7358 0.0141 72 1.7499 0.0140 73 1.7609 0.0111 74 1.7719 0.0110 75 1.7828 0.0109 76 1.7937 0.0108 77 1.8044 0.0108 78 1.8151 0.0107 79 1.8257 0.0106 80 1.8363 0.0105 81 1.8467 0.0105 82 1.8571 0.0104 83 1.8675 0.0103 84 1.8777 0.0103 85 1.8879 0.0102 86 1.8981 0.0101 87 1.9081 0.0101 88 1.9181 0.0100 89 1.9281 0.0099 90 1.9380 0.0099 91 1.9478 0.0098 92 1.9576 0.0098 93 1.9673 0.0097 94 1.9769 0.0097 95 1.9865 0.0096 96 1.9961 0.0095 97 2.0055 0.0095 98 2.0150 0.0094 99 2.0244 0.0094 100 2.0337 0.0093 101 2.0430 0.0093 102 2.0522 0.0092 103 2.0614 0.0092 104 2.0705 0.0091 105 2.0796 0.0091 106 2.0886 0.0090 107 2.0976 0.0090 108 2.1066 0.0089 109 2.1155 0.0089 110 2.1243 0.0089 111 2.1332 0.0088 112 2.1419 •0.0088 113 2.1507 0.0087 114 2.1594 0.0087 115 2.1680 0.0086 116 2.1766 0.0086 117 2.1852 0.0086 118 2.1937 0.0085 119 2.2022 0.0085 120 2.2106 0.0084 121 2.2190 0.0084 122 2.2274 0.0084 123 2.2358 0.0083 124 2.2441 0.0083 125 2.2523 0.0083 126 2.2605 0.0082 127 2.2687 0.0082 128 2.2769 0.0082 129 2.2850 0.0081 130 2.2931 0.0081 131 2.3012 0.0081 132 2.3092 0.0080 133 2.3172 0.0080 134 2.3251 0.0080 135 2.3331 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 2.4030 0.0077 145 2.4106 0.0076 146 2.4182 0.0076 147 2.4258 0.0076 148 2.4333 0.0075 149 2.4408 0.0075 150 2.4483 0.0075 151 2.4557 0.0075 152 2.4632 0.0074 153 2.4706 0.0074 154 2.4780 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 2.5217 0.0072 161 2.5289 0.0072 162 2.5360 0.0072 163 2.5432 0.0072 164 2.5503 0.0071 165 2.5574 0.0071 166 2.5645 0.0071 167 2.5716 0.0071 168 2.5786 0.0070 169 2.5856 0.0070 170 2.5926 0.0070 171 2.5996 0.0070 172 2.6065 0.0069 173 2.6134 0.0069 174 2.6203 0.0069 175 2.6272 0.0069 176 2.6341 0.0069 177 2.6409 0.0068 178 2.6477 0.0068 179 2.6545 0.0068 180 2.6613 0.0068 181 2.6681 0.0068 182 2.6748 0.0067 183 2.6815 0.0067 184 2.6882 0.0067 185 2.6949 0.0067 186 2.7015 0.0067 187 2.7082 0.0066 188 2.7148, 0.0066 189 2.7214 0.0066 190 2.7280 0.0066 191 2.7345 0.0066 192 2.7411 0.0065 193 2.7476 0.0065 194 2.7541 0.0065 195 2.7606 0.0065 196 2.7671 0.0065 197 2.7735 0.0065 198 2.7799 0.0064 199 2.7864 0.0064 200 2.7928 0.0064 201 2.7991 0.0064 202 2.8055 0.0064 203 2.8119 0.0063 204 2.8182 0.0063 205 2.8245 0.0063 206 2.8308 0.0063 207 2.8371 0.0063 208 2.8433 0.0063 209 2.8496 0.0062 210 2.8558 0.0062 211 2.8620 '0.0062 212 2.8682 0.0062 213 2.8744 0.0062 214 2.8806 0.0062 215 2.8867 0.0062 216 2.8929 0.0061 217 2.8990 0.0061 218 2.9051 0.0061 219 2.9112 0.0061 220 2.9173 0.0061 221 2.9233 0.0061 222 2.9294 0.0060 223 2.9354 0.0060 224 2.9414 0.0060 225 2.9474 0.0060 226 2.9534 0.0060 227 2.9594 0.0060 228 2.9653 0.0060 229 2.9713 0.0059 230 2.9772 0.0059 231 2.9831 0.0059 232 2.9890 0.0059 233 2.9949 0.0059 234 3.0008 0.0059 235 3.0066 0.0059 236 3.0125 0.0058 237 3.0183 0.0058 238 3.0242 0.0058 239 3.0300 0.0058 240 3.0358 0.0058 241 3.0415 0.0058 242 3.0473 0.0058 243 3.0531 0.0058 244 3.0588 0.0057 245 3.0645 0.0057 246 3.0702 0.0057 247 3.0760 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 3.1435 0.0056 260 3.1490 0.0055 261 3.1545 0.0055 262 3.1601 0.0055 263 3.1656 0.0055 264 3.1711 0.0055 265 3.1766 0.0055 266 3.1821 0.0055 267 3.1875 0.0055 268 3.1930 0.0055 269 3.1984 0.0054 270 3.2039 0.0054 271 3.2093 0.0054 272 3.2147 0.0054 273 3.2201 0.0054 274 3.2255 0.0054 275 3.2309 0.0054 276 3.2362 0.0054 277 3.2416 0.0054 278 3.2470 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 3.2894 0.0053 287 3.2946 0.0053 288 3.2999 0.0052 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0052 0.0024 0.0028 2 0.0053 0.0025 0.0028 3 0.0053 0.0025 0.0028 4 0.0053 0.0025 0.0028 5 0.0053 0.0025 0.0028 6 0.0053 0.0025 0.0028 7 0.0053 0.0025 0.0029 8 0.0053 0.0025 0.0029 9 0.0.054 0.0025 0.0029 10 .0.0054 0.0025 0.0029 11 0.0054 0.0025 0.0029 12 0.0054 0.0025 0.0029 13 0.0054 0.0025 0.0029 14 0.0054 0.0025 0.0029 15 0.0055 0.0025 0.0029 16 0.0055 0.0026 0.0029 17 0.0055 0.0026 0.0029 18 0.0055 0.0026 0.0029 19 0.0055 0.0026 0.0030 20 0.0055 0.0026 0.0030 21 0.0056 0.0026 0.0030 22 0.0056 0.0026 0.0030 23 0.0056 0.0026 0.0030 24 0.0056 0.0026 0.0030 25 0.0056 0.0026 0.0030 26 0.0057 0.0026 0.0030 27 0.0057 0.0026 0.0030 28 0.0057 0.0027 0.0030 29 0.0057 0.0027 0.0031 30 0.0057 0.0027 0.0031 31 0.0058 0.0027 0.0031 • 32 0.0058 0.0027 0.0031 33 0.0058 0.0027 0.0031 34 0.0058 0.0027 0.0031 35 0.0058 0.0027 0.0031 36 0.0058 0.0027 0.0031 37 0.0059 0.0027 0.0031 38 0.0059 0.0027 0.0031 39 0.0059 0.0028 0.0032 40 0.0059 0.0028 0.0032 41 0.0060 0.0028 0.0032 42 0.0060 0.0028 0.0032 43 0.0060 0.0028 0.0032 44 0.0060 0.0028 0.0032 45 0.0060 0.0028 0.0032 46 0.0061 0.0028 0.0032 47 .0.0061 0.0028 0.0033 48 0.0061 0.0028 0.0033 49 0.0061 0.0029 0.0033 50 0.0062 0.0029 0.0033 51 0.0062 0.0029 0.0033 52 0.0062 0.0029 0.0033 53 0.0062 0.0029 0.0033 54 0.0062 0.0029 0.0033 55 0.0063 0.0029 0.0034 56 0.0063 0.0029 0.0034 57 0.0063 0.0030 0.0034 58 0.0063 0.0030 0.0034 59 0.0064 0.0030 0.0034 60 0.0064 0.0030 0.0034 61 0.0064 0.0030 0.0034 62 0.0065 0.0030 0.0034 63 0.0065 0.0030 0.0035 64 0.0065 0.0030 0.0035 65 0.0065 0.0030 0.0035 66 0.0066 0.0031 0.0035 67 0.0066 0.0031 0.0035 68 0.0066 0.0031 0.0035 69 0.0067 0.0031 0.0036 70 0.0067 0.0031 0.0036 71 0.0067 0.0031 0.0036 72 0.0067 0.0031 0.0036 73 0.0068. 0.0032 0.0036 74 0.0068 0.0032 0.0036 75 0.0068 0.0032 0.0037 76 0.0069 0.0032 0.0037 77 0.0069 0.0032 0.0037 78 0.0069 0.0032 0.0037 79 0.0070 0.0032 0.0037 80 0.0070 0.0033 0.0037 81 0.0070 0.0033 0.0038 82 0.0071 0.0033 0.0038 83 0.0071 0.0033 0.0038 84 0.0071 0.0033 0.0038 85 0.0072 0.0033 0.0038 86 0.0072 0.0034 0.0038 87 0.0072 0.0034 0.0039 88 0.0073 0.0034 0.0039 89 0.0073 0.0034 0.0039 90 0.0074 0.0034 0.0039 91 0.0074 0.0035 0.0040 92 0.0074 0.0035 .0.0040 93 0.0075 0.0035 0.0040 94 0.0075 0.0035 0.0040 95 0.0076 0.0035 0.0040 96 0.0076 0.0035 0.0041 97 0.0077 0.0036 0.0041 98 0.0077 0.0036 0.0041 99 0.0077 0.0036 0.0041 100 0.0078 0.0036 0.0041 101 0.0078 0.0036 0.0042 102 0.0079 0.0037 0.0042 103 0.0079 0.0037 0.0042 104 0.0080 0.0037 0.0042 105 0.0080 0.0037 0.0043 106 0.0081 0.0038 0.0043 107 0.0081 0.0038 0.0043 108 0.0082 0.0038 0.0044 109 0.0082 0.0038 0.0044 110 0.0083 0.0039 0.0044 111 0.0083 0.0039 0.0045 112 0.0084 0.0039 0.0045 113 0.0084 0.0039 0.0045 114 0.0085 0.0040 0.0045 115 0.0086 0.0040 0.0046 116 0.0086 0.0040 0.0046 117 0.0087 0.0040 0.0046 118 0.0087 0.0041 0.0047 119 0.0088 0.0041 0.0047 120 0.0089 0.0041 0.0047 121 0.0089 0.0042 0.0048 122 0.0090 0.0042 0.0048 123 0.0091 0.0042 0.0049 124 0.0091 0.0043 0.0049 125 0.0092 0.0043 0.0049 126 0.0093 0.0043. 0.0050 127 0.0094 0.0044 0.0050 128 0.0094 0.0044 0.0050 129 0.0095 0.0044 0.0051 130 0.0096 0.0045 0.0051 131 0.0097 0.0045 0.0052 132 0.0098 0.0046 0.0052 133 0.0099 0.0046 0.0053 134 0.0099 0.0046 0.0053 135 0.0101 0.0047 0.0054 136 0.0101 0.0047 0.0054 137 0.0103 0.0048 0.0055 138 0.0103 0.0048 0.0055' 139 0.0105 0.0049 0.0056 140 0.0105 0.0049 0.0056 141 0.0107 0.0050 0.0057 142 0.0108 0.0050 0.0057 143 0.0109 0.0051 0.0058 144 0.0110 0.0051 0.0059 145 0.0140 0.0065 0.0075 146 0.0141 0.0066 0.0075 147 0.0143 0.0067 0.0076 148 0.0144 0.0067 0.0077 149 0.0146 0.0068 0.0078 150 0.0147 0.0068 0.0078 151 0.0149 0.0069 0.0079 152 0.0150 0.0070 0.0080 153 0.0152 0.0071 0.0081 154 0.0153 0.0071 0.0082 155 0.0155 0.0072 0.0083 156 0.0156 0.0073 0.0083 157 0.0159 0.0074 0.0085 158 0.0160 0.0075 0.0085 159 0.0163 0.0076 0.0087 160 0.0164 0.0076 0.0088 161 0.0167 0.0078 0.0089 162 0.0169 0.0079 0.0090 163 0.0172 0.0080 0.0092 164 0.0173 0.0081 0.0093 165 0.0177 0.0082 0.0094 166 0.0179 0.0083 0.0095 167 0.0183 0.0085 0.0097 168 0.0185 0.0086 0.0099 169 0.0189 0.0088 0.0101 170 0.0192 0.0089 0.0102 171 0.0196 0.0092 0.0105 172 0.0199 0.0093 0.0106 173 0.0205 0.0095 0.0109 174 0.0208 0.0097 0.0111 175 0.0214 0.0100 0.0114 176 0.0218 0.0101 0.0116 177 0.0225 0.0105 0.0120 178 0.0230 0.0107 0.0123 179 0.0239 0.0111 0.0127 180 0.0244 0.0114 0.0130 181 0.0255 0.0119 0.0136 182 0.0262 0.0122 0.0140 183 0.0276 0.0129 0.0148 184 0.0285 0.0133 0.0152 185 0.0213 0.0099 0.0114 186 0.0225 0.0105 0.0120 187 0.0255 0.0119 0.0136 188 0.0275 0.0128 0.0147 189 0.0332 0.0155 0.0177 190 0.0375 0.0175 0.0200 191 0.0535 0.0250 0.0286 192 0.0736 0.0298 0.0439 193 0.2305 0.0298 0.2007 194 0.0436 0.0203 0.0233 195 0.0300 0.0140 0.0160 196 0.0239 0.0111 0.0128 197 0.0294 0.0137 0.0157 198 0.0269 0.0125 0.0143 199 0.0249 0.0116 0.0133 200 0.0234 0.0109 0.0125 201 0.0221 0.0103 0.0118 202 0.0211 0.0098 0.0113 • 203 0.0202 0.0094 0.0108 204 0.0194 0.0090 0.0104 205 0.0187 0.0087 0.0100 206 0.0181 _0.0084 0.0096 207 0.0175 0.0082 0.0093 208 0.0170 0.0079 0.0091 209 0.0166 0.0077 0.0088 210 0.0161 0.0075 0.0086 211 0.0158 0.0073 0.0084 212 0.0154 0.0072 0.0082 213 0.0151 0.0070 0.0080 214 0.0148 0.0069 0.0079 215 0.0145 0.0067 0.0077 216 0.0142 0.0066 0.0076 217 0.0111 0.0052 0.0059 218 0.0108 0.0051 0.0058 219 0.0106 0.0049 0.0057 220 0.0104 0.0048 0.0056 221 0.0102 0.0048 0.0054 222 0.0100 0.0047 0.0053 223 0.0098 0.0046 0.0052 224 0.0097 0.0045 0.0052 225 0.0095 0.0044 0.0051 226 0.0093 0.0043 0.0050 227 0.0092 0.0043 0.0049 228 0.0090 0.0042 0.0048 229 0.0089 0.0042 0.0048 230 0.0088 0.0041 0.0047 231 0.0086 0.0040 0.0046 232 0.0085 0.0040 0.0046 233 0.0084 0.0039 0.0045 234 0.0083 0.0039 0.0044 235 0.0082 0.0038 0.0044 236 0.0081 0.0038 0.0043 237 0.0080 0.0037 0.0043 238 0.0079 0.0037 0.0042 239 0.0078 0.0036 0.0042 240 0.0077 0.0036 0.0041 241 0.0076 0.0036 0.0041 242 0.0075 0.0035 0.0040 243 0.0075 0.0035 0.0040 244 0.0074 0.0034 0.0039 245 0.0073 0.0034 0.0039 246 0.0072 0.0034 0.0039 247 0.0072 0.0033 0.0038 248 0.0071 0.0033 0.0038 249 0.0070 0.0033 0.0037 250 0.0069 0.0032 0.0037 251 0.0069 0.0032 0.0037 252 0.0068 0.0032 0.0036 253 0.0068 0.0031 0.0036 254 0.0067 0.0031 0.0036 255 0.0066 0.0031 0.0035 256 0.0066 0.0031 0.0035 257 0.0065 0.0030 0.0035 258 0.0065 0.0030 0.0035 259 0.0064 0.0030 0.0034 260 0.0064 0.0030 0.0034 261 0.0063 0.0029 0.0034 262 0.0063 0.0029 0.0033 263 0.0062 0.0029 0.0033 264 0.0062 0.0029 0.0033 265 0.0061 0.0029 0.0033 266 0.0061 0.0028 0.0032 267 0.0060 0.0028 0.0032 268 0.0060 0.0028 0.0032 269 0.0059 0.0028 0.0032 270 0.0059 0.0028 0.0032 271 0.0059 0.0027 0.0031 272 0.0058 0.0027 0.0031 273 0.0058 0.0027 0.0031 274 0.0057 0.0027 0.0031 275 0.0057 0.0027 0.0030 276 0.0057 0.0026 0.0030 277 0.0056 0.0026 0.0030 278 0.0056 0.0026 0.0030 279 0.0056 0.0026 0.0030 280 0.0055 0.0026 0.0029 281 0.0055 0.0026 0.0029 282 0.0055 0.0025 0.0029 283 0.0054 0.0025 0.0029 284 0.0054 0.0025 0.0029 285 0.0054 0.0025 0.0029 286 0.0053 0.0025 0.0028 287 0.0053 0.0025 0.0028 288 0.0053 0.0025 0.0028 Total soil rain loss = 1.46(In) Total effective rainfall = 1.84(In Peak flow rate in flood hydrograph = 32.09(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 0+ 5 0.0003 0.04 Q 0+10 0.0023 0.28 Q 0+15 0.0067 0.65 Q 0+20 0.0125 0.84 Q 0+25 0.0187 0.90 Q 0+30 0.0251 0.92 Q 0+35 0.0315 0.94 Q 0+40 0.0380 0.94 Q 0+45 0.0445 0.94 Q 0+50 0.0510 0.94 Q 0+55 0.0575 0.95 Q 1+ 0 0.0640 0.95 Q 1+ 5 0.0706 0.95 Q 1+10 0.0771 0.95 Q 1+15 0.0837 0.96 Q 1+20 0.0903 0.96 Q 1+25 0.0970 0.96 Q 1+30 0.1036 0.97 Q 1+35 0.1103 0.97 QV 1+40 0.1170 0.97 QV 1+45 0.1237 0.98 QV 1+50 0.1305 0.98 QV 1+55 0.1372 0.98 QV 2+ 0 0.1440 0.98 QV 2+ 5 0.1508 0.99 QV 2+10 0.1576 0.99 QV 2+15 0.1645 0.99 QV 2+20 0.1713 1.00 QV 2+25 0.1782 1.00 Q 2+30 0.1851 1.00 Q 2+35 0.1921 1.01. Q 2+40 0.1990 1.01 Q 2+45 0.2060 1.01 Q 2+50 0.2130 1.02 QV 2+55 0.2200 1.02 QV 3+ 0 0.2271 1.02 QV 3+ 5 0.2342 1.03 QV 3+10 0.2413 1.03 QV 3+15 0.2484 1.03 QV 3+20 0.2555 1.04 QV 3+25 0.2627 1.04 QV 3+30 0.2699 1.05 QV 3+35 0.2771 1.05 QV 3+40 0.2844 1.05 QV 3+45 0.2917 1.06 QV 3+50 0.2990 1.06 QV 3+55 0.3063 1.06 QV 4+ 0 0.3137 1.07 QV 4+ 5 0.3211 1.07 Q V 4+10 0.3285 1.08 Q V 4+15 0.3359 1.08 Q V 4+20 0.3434 1.08 Q V 4+25 0.3509 1.09 Q V 4+30 0.3584 1.09 Q V 4+35 0.3660 1.10 Q V 4+40 0.3736 1.10 Q V 4+45 0.3812 1.11 Q V 4+50 0.3888 1.11 Q V 4+55 0.3965 1.11 Q V 5+ 0 0.4042 1.12 Q V 5+ 5 0.4119 1.12 Q V 5+10 0.4197 1.13 Q V 5+15 0.4275 1.13 Q V 5+20 0.4353 1.14 Q V 5+25 0.4432 1.14 Q V 5+30 0.4511 1.15 Q V 5+35 0.4590 1.15 Q V 5+40 0.4670 1.16 Q V 5+45 0.4750 1.16 Q V 5+50 0.4831 1.17 Q V 5+55 0.4911 1.17 6+ 0 0.4992 1.18 6+ 5 0.5074 1.18 6+10 0.5156 1.19 6+15 0.5238 1.19 6+20 0.5320 1.20 6+25 0.5403 1.20 6+30 0.5486 1.21 6+35 0.5570 1.22 6+40' 0.5654 1.22 6+45 0.5739 1.23 6+50 0.5824 1.23 6+55 0.5909 1.24 7+ 0 0.5995 1.24 7+ 5 0.6081 1.25 7+10 0.6167 1.26 7+15 0.6254 1.26 7+20 0.6342 1.27 7+25 0.6430 1.28 7+30 0.6518 1.28 7+35 0.6607 1.29 7+40 0.6696 1.30 7+45 0.6786 1.30 7+50 0.6876 1.31 7+55 0.6967 1.32 8+ 0 0.7058 1.32 8+ 5 0.7150 1.33 8+10 0.7242 1.34 8+15 0.7335 1.35 8+20 0.7428 1.35 8+25 0.7522 1.36 8+30 0.7616 1.37 8+35 0.7711 1.38 8+40 0.7806 1.39 8+45 0.7903 1.39 8+50 0.7999 1.40 8+55 0.8096 1.41 9+ 0 0.8194 1.42 9+ 5 0.8293 1.43 9+10 0.8392 1.44 9+15 0.8492 1.45 9+20 0.8592 1.46 9+25 0.8693 1.47 9+30 0.8795 1.48 9+35 0.8897 1.49 9+40 0.9000 1.50 9+45 0.9104 1.51 9+50 0.9208 1.52 9+55 0.9314 1.53 10+ 0 0.9420 1.54 10+ 5 0.9527 1.55 10+10 0.9634 1.56 10+15 0.9743 1.57 10+20 0.9852 1.59 10+25 0.9962 1.60 10+30 1.0073 1.61 10+35 1.0185 1.62 Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V. Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V 10+40 1.0298 1.64 Q VI 10+45 1.0411 1.65 Q V► 10+50 1.0526 1.66 Q V 10+55 1.0642 1.68 Q V 11+ 0 1.0758 1.69 Q V 11+ 5 1.0876 1.71 Q V 11+10. 1.0994 1.72 Q V 11+15 1.1114 1.74 Q V 11+20 1.1235 1.75 Q V 11+25 1.1357 1.77 Q V 11+30 1.1480 1.79 Q V 11+35 1.1604 1.80 Q V 11+40 1.1730 1.82 Q V 11+45 1.1857 1.84 Q V 11+50 1.1985 1.86 Q V 11+55 1.2114 1.88 Q V 12+ 0 1.2245 1.90 Q V 12+ 5 1.2379 1.94 Q V 12+10 1.2523 2.10 Q V 12+15 1.2683 2.32 Q V 12+20 1.2851 2.44 Q V 12+25 1.3023 2.50 Q V 12+30 1.3198 2.53 Q V 12+35 1.3374 2.56 Q V 12+40 1.3553 2.59 Q V 12+45 1.3733 2.61 Q V 12+50 1.3915 2.64 Q V 12+55 1.4098 2.67 Q V 13+ 0 1.4284 2.70 Q V 13+ 5 1.4472 2.73 Q V 13+10 1.4662 2.76 Q V 13+15 1.4854 2.79 Q V 13+20 1.5049 2.83 Q V 13+25 1.5246 2.86 Q V 13+30 1.5445 2.90 Q V 13+35 1.5648 2.94 Q V 13+40 1.5853 2.97 Q V 13+45 1.6060 3.02 Q V 13+50 1.6271 3.06 Q V 13+55 1.6485 3.11 Q V 14+ 0 1.6702 3.16 Q V 14+ 5 1.6923 3.21 Q V 14+10 1.7148 3.26 Q V 14+15 1.7377 3.32 Q V 14+20 1.7610 3.38 Q V 14+25 1.7847 3.45 Q V 14+30 1.8090 3.52 Q V 14+35 1.8337 3.59 Q V 14+40 1.8590 3.67 Q V 14+45 1.8849 3.76 Q V 14+50 1.9114 3.85 Q V 14+55 1.9386. 3.95 Q V 15+ 0 1.9666 4.06 Q V 15+ 5 1.9954 4.19 Q V 15+10 2.0251 4.32 Q V 15+15 2.0559 4.47 Q V 15+20 2.0879 4.64 Q V 15+25 2.1207 4.76 Q 15+30 2.1522 4.57 Q 15+35 2.1811 4.20 Q 15+40 2.2100 4.20 Q 15+45 2.2411 4.51 Q 15+50 2.2758 5.05 Q 15+55 2.3162 5.87 Q 16+ 0 2.3671 7.38 16+ 5 2.4530 12.48 16+10 2.6308 25.82 16+15 2.8518 32.09 16+20 2.9854 19.39 16+25 3.0526 9.75 16+30 3.0942 6.04 Q 16+35 3.1327 5.59 Q 16+40 3.1652 4.72 Q 16+45 3.1957 4.43 Q 16+50 3.2244 4.16 Q 16+55 3.2516 3.94 Q 17+ 0 3.2774 3.75 Q 17+ 5 3.3021 3.58 Q 17+10 3.3257 3.44 Q 17+15 3.3485 3.31 Q 17+20 3.3706 3.20 Q 17+25 3.3919 3.10 Q 17+30 3.4127 3.01 Q 17+35 3.4328 2.93 Q 17+40 3.4525 2.85 Q 17+45 3.4717 2.79 Q 17+50 3.4904 2.72 Q 17+55 3.5087 2.66 Q 18+ 0 3.5267 2.61 Q 18+ 5 3.5442 2.53 Q 18+10 3.5604 2.35 Q 18+15 3.5749, 2.11 Q 18+20 3.5884 1.96 Q 18+25 3.6014 1.89 Q 18+30 3.6141 1.84 Q 18+35 3.6265 1.80 Q 18+40 3.6387 1.77 Q 18+45 3.6507 1.74 Q 18+50 3.6624 1.70 Q 18+55 3.6739 1.68 Q 19+ 0 3.6853 1.65 Q 19+ 5 3.6964 1.62 Q 19+10 3.7074 1.60 Q 19+15 3.7183 1.57 Q 19+20 3.7289 1.55 Q 19+25 3.7394 1.53 Q 19+30 3.7498 1.51 Q 19+35 3.7600 1.48 Q 19+40 3.7701 1.46 Q 19+45 3.7801 1.45 Q 19+50 3.7899 1.43 Q 19+55 3.7996 1.41 Q 20+ 0 3.8092 1.39 Q 20+ 5 3.8187 1.38 Q V V V V V V V V V V 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 • 20+10 3.8281 1.36 Q 20+15 3.8373 1.34 Q 20+20 3.8465 1.33 Q 20+25 3.8555 1.32 Q 20+30 3.8645 1.30 Q 20+35 3.8734 1.29 Q 20+40 3.8822 1.27 Q 20+45 3.8908 1.26 Q 20+50 3.8994 1.25 Q 20+55 3.9080 1.24 Q 21+ 0 3.9164 1.23 Q 21+ 5 3.9248 1.21 Q 21+10 3.9330 1.20 Q 21+15 3.9413 1.19 Q 21+20 3.9494 1.18 Q 21+25 3.9574 1.17 Q 21+30 3.9654 1.16 Q 21+35 3.9734 1.15 Q 21+40 3.9812 1.14 Q 21+45 3.9890 1.13 Q 21+50 3.9968 1.12 Q 21+55 4.0044 1.11 Q 22+ 0 4.0120 1.10 Q 22+ 5 4.0196 1.10 Q 22+10 4.0271 1.09 Q 22+15 4.0345 1.08 Q 22+20 4.0419 1.07 Q 22+25 4.0492 1.06 Q 22+30 4.0565 1.06 Q 22+35 4.0637 1.05 Q 22+40 4.0709 1.04 Q 22+45 4.0780 1.03 Q 22+50 4.0851 1.03 Q 22+55 4.0921 1.02 Q 23+ 0 4.0991 1.01 Q 23+ 5 4.1060 1.01 Q 23+10 4.1129 1.00 Q 23+15 4.1197 0.99 Q 23+20 4.1265 0.99 Q 23+25 4.1333 0.98 Q 23+30 4.1400 0.97 Q 23+35 4.1466 0.97 Q 23+40 4.1533 0.96 Q 23+45 4.1599 0.96 Q 23+50 4.1664 0.95 Q 23+55 4.1729 0.95 Q 24+ 0 4.1794 0.94 Q 24+ 5 4.1855 0.89 Q 24+10 4.1900 0.65 Q 24+15 4.1919 0.28 Q 24+20 4.1925 0.09 Q 24+25 4.1927 0.03 Q 24+30 4.1927 0.01 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 Ultimate Condition Line `E 18" RCP Detention Basin Outlet Pipe • Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989--2004, Version 7-.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 100 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 14.60 0.535 0.785 0.500 0.393 32.0 52.0 7.70 0.282 0.785 0.600 0.471 32.0 52.0 5.00 0.183 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 4.62 3.08 0.50 4.50 Area Fract 0.267 0.267 0.169 0.113 0.018 0.165 SCS CN SCS CN S Pervious (AMC2) (AMC3) Yield Fr 32.0 52.0 9.23 0.347 98.0 98.0 0.20 0.973 32.0 52.0 98.0 98.0 32.0 52.0 98.0 98.0 9.23 0.347 0.20 0.973 9.23 0.347 0.20 0.973 Area -averaged catchment yield fraction, Y = 0.688 Area -averaged low loss fraction, Yb = 0.312 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.150 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 55.5556 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.312 (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 27.30(Ac.) (Ref: fig. 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 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) 1.128(In) 1.488(In) 2.666(In) 3.850(In) 9.000(In) • Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) 330.16 (CFS)) 1 5.612 18.529 2 36.203 101.000 3 76.872 134.270 4 93.513 54.942 5 98.185 15.426 6 99.300 3.681 7 100.000 2.311 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5508 0.5508 2 0.7267 0.1760 3 0.8547 0.1280 4 0.9589 0.1042 5 1.0484 0.0895 6 1.1278 0.0793 7 1.1995 0.0717 8 1.2653 0.0658 9 1.3263 0.0610 10 1.3834 0.0571 11 1.4372 0.0538 12 1.4881 0.0509 13 1.5527 0.0646 14 1.6150 0.0623 15 1.6752 0.0602 16 1.7336 0.0584 17 1.7903 0.0567 18 1.8455 0.0552 19 1.8992 0.0537 20 1.9516 0.0524 21 2.0028 0.0512 22 2.0529 0.0501 23 2.1019 0.0490 24 2.1499 0.0480 25 2.1970 0.0471 26 2.2433 0.0462 27 2.2887 0.0454 28 2.3333 0.0446 29 2.3771 0.0439 30 2.4203 0.0432 31 2.4628 0.0425 32 2.5047 0.0419 33 2.5459 0.0412 34 2.5866 0.0407 35 2.6267 0.0401 36 2.6662 0.0396 37 2.7052 0.0390 38 2.7437 0.0385 39 2.7818 0.0380 • 40 2.8193 0.0376 41 2.8565 0.0371 42 2.8932 0.0367 43 2.9295 0.0363 44 2.9654 0.0359 45 3.0009 0.0355 46 3.0361 0.0352 47 3.0709 0.0348 48 3.1053 0.0345 49 3.1395 0.0341 50 3.1732 0.0338 51 3.2067 0.0335 52 3.2399 0.0332 53 3.2728 0.0329 54 3.3053 0.0326 55 3.3376 0.0323 56 3.3697 0.0320 57 3.4014 0.0318 58 3.4329 0.0315 59 3.4641 0.0312 60 3.4951 0.0310 61 3.5259 0.0307 62 3.5564 0.0305 63 3.5867 0.0303 64 3.6167 0.0301 65 3.6466 0.0298 66 3.6762 0.0296 67 3.7056 0.0294 68 3.7348 0.0292 69 3.7638 0.0290 70 3.7926 0.0288 71 3.8212 0.0286 72 3.8497 0.0284 73 3.8823 0.0327 74 3.9148 0.0325 75 3.9472 0.0323 76 3.9793 0.0322 77 4.0113 0.0320 78 4.0431 0.0318 79 4.0748 0.0317 80 4.1063 0.0315 81 4.1377 0.0314 82 4.1689 0.0312 83 4.2000 0.0311 84 4.2309 0.0309 85 4.2617 0.0308 86 4.2923 0.0306 87 4.3228 0.0305 88 4.3532 0.0304 89 4.3834 0.0302 90 4.4135 0.0301 91 4.4435 0.0300 92 4.4734 0.0298 93 4.5031 0.0297 94 4.5327 0.0296 95 4.5622 0.0295 96 4.5915 0.0294 97 4.6208 0.0292 98 4.6499 0.0291 99 4.6789 0.0290 100 4.7078 0.0289 101 4.7366 0.0288 102 4.7653 0.0287 103 4.7938 0.0286 104 4.8223 0.0285 105 4.8506 0.0284 106 4.8789 0.0282 107 4.9070 0.0281 108 4.9351 0.0280 109 4.9630 0.0279 110 4.9908 0.0278 111 5.0186 0.0277 112 5.0462 0.0276 113 5.0738 0.0276 114 5.1012 0.0275 115 5.1286 0.0274 116 5.1559 0.0273 117 5.1831 0.0272 118 5.2102 0.0271 119 5.2372 0.0270 120 5.2641 0.0269 121 5.2909 0.0268 122 5.3176 0.0267 123 5.3443 0.0267 124 5.3709 0.0266 125 5.3974 0.0265 126 5.4238 0.0264 127 5.4501 0.0263 128 5.4763 0.0262 129 5.5025 0.0262 130 5.5286 0.0261 131 5.5546 0.0260 132 5.5806 0.0259 133 5.6064 0.0259 134 5.6322 0.0258 135 5.6579 0.0257 136 5.6835 0.0256 137 5.7091 0.0256 138 5.7346 0.0255 139 5.7600 0.0254 140 5.7854 0.0253 141 5.8107 0.0253 142 5.8359 0.0252 143 5.8610 0.0251 144 5.8861 0.0251 145 5.9111 0.0250 146 5.9360 0.0249 147 5.9609 0.0249 148 5.9857 0.0248 149 6.0104 0.0247 150 6.0351 0.0247 151 6.0597 0.0246 152 6.0843 0.0246 153 6.1088 0.0245 154 6.1332 0.0244 155 6.1576 0.0244 156 6.1819 0.0243 157 6.2061 0.0242 158 6.2303 0.0242 159 6.2544 0.0241 160 6.2785 0.0241 161 6.3025 0.0240 162 6.3265 0.0240 163 6.3503 0.0239 164 6.3742 0.0238 165 6.3980 0.0238 166 6.4217 0.0237 167 6.4454 0.0237 168 6.4690 0.0236 169 6.4925 0.0236 170 6.5160 0.0235 171 6.5395 0.0235 172 6.5629 0.0234 173 6.5862 0.0233 174 6.6095 0.0233 175 6.6328 0.0232 176 6.6560 0.0232 177 6.6791 0.0231 178 6.7022 0.0231 179 6.7252 0.0230 180 6.7482 0.0230 181 6.7712 0.0229 182 6.7941 0.0229 183 6.8169 0.0228 184 6.8397 0.0228 185 6.8624 0.0227 186 6.8851 0.0227 187 6.9078 0.0227 188 6.9304 0.0226 189 6.9530 0.0226 190 6.9755 0.0225 191 6.9979 0.0225 192 7.0204 0.0224 193 7.0427 0.0224 194 7.0651 0.0223 195 7.0874 0.0223 196 7.1096 0.0222 197 7.1318 0.0222 198 7.1539 0.0222 199 7.1761 0.0221 200 7.1981 0.0221 201 7.2202 0.0220 202 7.2421 0.0220 203 7.2641 0.0219 204 7.2860 0.0219 205 7.3078 0.0219 206 7.3297 0.0218 207 7.3514 0.0218 208 7.3732 0.0217 209 7.3949 0.0217 210 7.4165 0.0217 211 7.4381 0.0216 212 7.4597 0.0216 213 7.4812 0.0215 214 7.5027 0.0215 215 7.5242 0.0215 216 7.5456 0.0214 217 7.5670 0.0214 218 7.5883 0.0213 219 7.6096 0.0213 220 7.6309 0.0213 221 7.6521 0.0212 222 7.6733 0.0212 223 7.6945 0.0212 224 7.7156 0.0211 225 7.7367 0.0211 226 7.7577 0.0210 227 7.7787 0.0210 228 7.7997 0.0210 229 7.8206 0.0209 230 7.8415 0.0209 231 7.8624 0.0209 232 7.8832 0.0208 233 7.9040 0.0208 234 7.9248 0.0208 235 7.9455 0.0207 236 7.9662 0.0207 237 7.9869 0.0207 238 8.0075 0.0206 239 8.0281 0.0206 240 8.0487 0.0206 241 8.0692 0.0205 242 8.0897 0.0205 243 8.1101 0.0205 244 8.1306 0.0204 245 8.1510 0.0204 246 8.1713 0.0204 247 8.1917 0.0203 248 8.2120 0.0203 249 8.2322 0.0203 250 8.2525 0.0202 251 8.2727 0.0202 252 8.2928 0.0202 253 8.3130 0.0201 254 8.3331 0.0201 255 8.3532 0.0201 256 8.3732 0.0201 257 8.3933 0.0200 258 8.4132 0.0200 259 8.4332 0.0200 260 8.4531 0.0199 261 8.4730 0.0199 262 8.4929 0.0199 263 8.5128 0.0198 264 8.5326 0.0198 265 8.5523 0.0198 266 8.5721 0.0198 267 8.5918 0.0197 268 8.6115 0.0197 269 8.6312 0.0197 270 8.6508 0.0196 271 8.6704 0.0196 272 8.6900 0.0196 273 8.7096 0.0196 274 8.7291 0.0195 275 8.7486 0.0195 276 8.7681 0.0195 277 8.7875 0.0194 278 8.8070 0.0194 279 8.8264 0.0194 280 8.8457 0.0194 281 8.8651 0.0193 282 8.8844 0.0193 283 8.9037 0.0193 284 8.9229 0.0193 285 8.9421 0.0192 286 8.9614 0.0192 287 8.9805 0.0192 288 8.9997 0.0192 Unit Period (number) Unit Unit Effective Rainfall Soil -Loss Rainfall (In) (In) (In) 1 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 0.0192 0.0192 0.0192 0.0193 0.0193 0.0193 0.0194 0.0194 0.0195 0.0195 0.0196 0.0196 0.0196 0.0197 0.0197 0.0198 0.0198 0.0198 0.0199 0.0199 0.0200 0.0200 0.0201 0.0201 0.0202 0.0202 0.0203 0.0203 0.0204 0.0204 0.0205 0.0060 0.0060 0.0060 0.0060 0.0060 0.0060 0.0060 0.0061 0.0061 0.0061 0.0061 0.0061 0.0061 0.0061 0.0061 0.0062 0.0062 0.0062 0.0062 0.0062 0.0062 0.0062 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0064 0.0064 0.0132 0.0132 0.0132 0.0133 0.0133 0.0133 0.0133 0.0134 0.0134 0.0134 0.0135 0.0135 0.0135 0.0135 0.0136 0.0136 0.0136 0.0137 0.0137 0.0137 0.0138 0.0138 0.0138 0.0138 0.0139 0.0139 0.0140 0.0140 0.0140 0.0140 0.0141 32 0.0205 0.0064 0.0141 33 0.0206 0.0064 0.0142 34 0.0206 0.0064 0.0142 35 0.0207 0.0064 0.0142 36 0.0207 0.0064 0.0142 37 0.0208 0.0065 0.0143 38 0.0208 0.0065 0.0143 39 0.0209 0.0065 0.0144 40 0.0209 0.0065 0.0144 41 0.0210 0.0065 0.0144 42 0.0210 0.0065 0.0145 43 0.0211 0.0066 0.0145 44 0.0211 0.0066 0.0145 45 0.0212 0.0066 0.0146 46 0.0212 0.0066 0.0146 47 0.0213 0.0066 0.0147 48 0.0213 0.0067 0.0147 49 0.0214 0.0067 0.0147 50 0.0215 0.0067 0.0148 51 0.0215 0.0067 0.0148 52 0.0216 0.0067 0.0149 53 0.0217 0.0067 0.0149 54 0.0217 0.0068 0.0149 55 0.0218 0.0068 0.0150 56 0.0218 0.0068 0.0150 57 0.0219 0.0068 0.0151 58 0.0219 0.0068 0.0151 59 0.0220 0.0069 0.0152 60 0.0221 0.0069 0.0152 61 0.0222 0.0069 0.0153 62 0.0222 0.0069 0.0153 63 0.0223 0.0069 0.0153 64 0.0223 0.0070 0.0154 65 0.0224 0.0070 0.0154 66 0.0225 0.0070 0.0155 67 0.0226 0.0070 0.0155 68 0.0226 0.0070 0.0156 69 0.0227 0.0071 0.0156 70 0.0227 0.0071 0.0157 71 0.0228 0.0071 0.0157 72 0.0229 0.0071 0.0158 73 0.0230 0.0072 0.0158 74 0.0230 0.0072 0.0159 75 0.0231 0.0072 0.0159 76 0.0232 0.0072 0.0160 77 0.0233 0.0073 0.0160 78 0.0233 0.0073 0.0161 79 0.0235 0.0073 0.0161 80 0.0235 0.0073 0.0162 81 0.0236 0.0074 0.0163 82 0.0237 0.0074 0.0163 83 0.0238 0.0074 0.0164 84 0.0238 0.0074 0.0164 85 0.0240 0.0075 0.0165 86 0.0240 0.0075 0.0165 87 0.0241 0.0075 0.0166 88 0.0242 0.0075 0.0166 • 89 0.0243 0.0076 0.0167 90 0.0244 0.0076 0.0168 91 0.0245 0.0076 0.0169 92 0.0246 0.0077 0.0169 93 0.0247 0.0077 0.0170 94 0.0247 0.0077 0.0170 95 0.0249 0.0078 0.0171 96 0.0249 0.0078 0.0172 97 0.0251 0.0078 0.0173 98 0.0251 0.0078 0.0173 99 0.0253 0.0079 0.0174 100 0.0253 0.0079 0.0175 101 0.0255 0.0079 0.0175 102 0.0256 0.0080 0.0176 103 0.0257 0.0080 0.0177 104 0.0258 0.0080 0.0177 105 0.0259 0.0081 0.0179 106 0.0260 0.0081 0.0179 107 0.0262 0.0082 0.0180 108 0.0262 0.0082 0.0181 109 0.0264 0.0082 0.0182 110 0.0265 0.0083 0.0182 111 0.0267 0.0083 0.0184 112 0.0267 0.0083 0.0184 113 0.0269 0.0084 0.0185 114 0.0270 0.0084 0.0186 115 0.0272 0.0085 0.0187 116 0.0273 0.0085 0.0188 117 0.0275 0.0086 0.0189 118 0.0276 0.0086 0.0190 119 0.0277 0.0086 0.0191 120 0.0278 0.0087 0.0192 121 0.0280 0.0087 0.0193 122 0.0281 0.0088 0.0194 123 0.0284 0.0088 0.0195 124 0.0285 0.0089 0.0196 125 0.0287 0.0089 0.0197 126 0.0288 0.0090 0.0198 127 0.0290 0.0090 0.0200 128 0.0291 0.0091 0.0200 129 0.0294 0.0091 0.0202 130 0.0295 0.0092 0.0203 131 0.0297 0.0093 0.0205 132 0.0298 0.0093 0.0205 133 0.0301 0.0094 0.0207 134 0.0302 0.0094 0.0208 135 0.0305 0.0095 0.0210 136 0.0306 0.0095 0.0211 137 0.0309 0.0096 0.0213 138 0.0311 0.0097 0.0214 139 0.0314 0.0098 0.0216 140 0.0315 0.0098 0.0217 141 0.0318 0.0099 0.0219 142 0.0320 0.0100 0.0220 143 0.0323 0.0101 0.0223 144 0.0325 0.0101 0.0224 145 0.0284 0.0089 0.0196 • 146 0.0286 0.0089 0.0197 147 0.0290 0.0090 0.0200 148 0.0292 0.0091 0.0201 149 0.0296 0.0092 0.0204 150 0.0298 0.0093 0.0205 151 0.0303 0.0094 0.0208 152 0.0305 0.0095 0.0210 153 0.0310 0.0097 0.0213 154 0.0312 0.0097 0.0215 155 0.0318 0.0099 0.0219 156 0.0320 0.0100 0.0220 157 0.0326 0.0102 0.0224 158 0.0329 0.0102 0.0226 159 0.0335 0.0104 0.0230 160 0.0338 0.0105 0.0233 161 0.0345 0.0107 0.0237 162 0.0348 0.0108 0.0240 163 0.0355 0.0111 0.0245 164 0.0359 0.0112 0.0247 165 0.0367 0.0114 0.0253 166 0.0371 0.0116 0.0256 167 0.0380 0.0119 0.0262 168 0.0385 0.0120 0.0265 169 0.0396 0.0123 0.0272 170 0.0401 0.0125 0.0276 171 0.0412 0.0129 0.0284 172 0.0419 0.0130 0.0288 173 0.0432 0.0135 0.0297 174 0.0439 0.0137 0.0302 175 0.0454 0.0141 0.0312 176 0.0462 0.0144 0.0318 177 0.0480 0.0150 0.0331 178 0.0490 0.0153 0.0337 179 0.0512 0.0160 0.0352 180 0.0524 0.0163 0.0361 181 0.0552 0.0172 0.0380 182 0.0567 0.0177 0.0390 183 0.0602 0.0188 0.0415 184 0.0623 0.0194 0.0429 185 0.0509 0.0159 0.0350 186 0.0538 0.0168 0.0370 187 0.0610 0.0190 0.0420 188 0.0658 0.0205 0.0453 189 0.0793 0.0247 0.0546 190 0.0895 0.0279 0.0616 191 0.1280 0.0298 0.0982 192 0.1760 0.0298 0.1462 193 0.5508 0.0298 0.5210 194 0.1042 0.0298 0.0745 195 0.0717 0.0224 0.0494 196 0.0571 0.0178 0.0393 197 0.0646 0.0201 0.0445 198 0.0584 0.0182 0.0402 199 0.0537 0.0167 0.0370 200 0.0501 0.0156 0.0345 201 0.0471 0.0147 0.0324 202 0.0446 0.0139 0.0307 • 203 0.0425 0.0132 0.0293 204 0.0407 0.0127 0.0280 205 0.0390 0.0122 0.0268 206 0.0376 0.0117 0.0259 207 0.0363 0.0113 0.0250 208 0.0352 0.0110 0.0242 209 0.0341 0.0106 0.0235 210 0.0332 0.0103 0.0228 211 0.0323 0.0101 0.0222 212 0.0315 0.0098 0.0217 213 0.0307 0.0096 0.0212 214 0.0301 0.0094 0.0207 215 0.0294 0.0092 0.0202 216 0.0288 0.0090 0.0198 217 0.0327 0.0102 0.0225 218 0.0322 0.0100 0.0221 219 0.0317 0.0099 0.0218 220 0.0312 0.0097 0.0215 221 0.0308 0.0096 0.0212 222 0.0304 0.0095 0.0209 223 0.0300 0.0093 0.0206 224 0.0296 0.0092 0.0204 225 0.0292 0.0091 0.0201 226 0.0289 0.0090 0.0199 227 0.0286 0.0089 0.0197 228 0.0282 0.0088 0.0194 229 0.0279 0.0087 0.0192 230 0.0276 0.0086 0.0190 231 0.0274 0.0085 0.0188 232 0.0271 0.0084 0.0186 233 0.0268 0.0084 0.0185 234 0.0266 0.0083 0.0183 235 0.0263 0.0082 0.0181 236 0.0261 0.0081 0.0180 237 0.0259 0.0081 0.0178 238 0.0256 0.0080 0.0176 239 0.0254 0.0079 0.0175 240 0.0252 0.0079 0.0174 241 0.0250 0.0078 0.0172 242 0.0248 0.0077 0.0171 243 0.0246 0.0077 0.0169 244 0.0244 0.0076 0.0168 245 0.0242 0.0076 0.0167 246 0.0241 0.0075 0.0166 247 0.0239 0.0074 0.0164 248 0.0237 0.0074 0.0163 249 0.0236 0.0073 0.0162 250 0.0234 0.0073 0.0161 251 0.0232 0.0072 0.0160 252 0.0231 0.0072 0.0159 253 0.0229 0.0071 0.0158 254 0.0228 0.0071 0.0157 255 0.0227 0.0071 0.0156 256 0.0225 0.0070 0.0155 257 0.0224 0.0070 0.0154 258 0.0222 0.0069 0.0153 259 0.0221 0.0069 0.0152 • • 260 0.0220 0.0069 0.0151 261 0.0219 0.0068 0.0150 262 0.0217 0.0068 0.0150 263 0.0216 0.0067 0.0149 264 0.0215 0.0067 0.0148 265 0.0214 0.0067 0.0147 266 0.0213 0.0066 0.0146 267 0.0212 0.0066 0.0146 268 0.0210 0.0066 0.0145 269 0.0209 0.0065 0.0144 270 0.0208 0.0065 0.0143 271 0.0207 0.0065. 0.0143 272 0.0206 0.0064 0.0142 273 0.0205 0.0064 0.0141 274 0.0204 0.0064 0.0141 275 0.0203 0.0063 0.0140 276 0.0202 0.0063 0.0139 277 0.0201 0.0063 0.0139 278 0.0201 0.0062 0.0138 279 0.0200 0.0062 0.0137 280 0.0199 0.0062 0.0137 281 0.0198 0.0062 0.0136 282 0.0197 0.0061 0.0136 283 0.0196 0.0061 0.0135 284 0.0195 0.0061 0.0134 285 0.0194 0.0061 0.0134 286 0.0194 0.0060 0.0133 287 0.0193 0.0060 0.0133 288 0.0192 0.0060 0.0132 Total soil rain loss = 2.62(In) Total effective rainfall = 6.38(In) Peak flow rate in flood hydrograph = 88.29(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 0.0017 0.24 Q 0+10 0.0125 1.58 Q 0+15 0.0356 3.35 VQ 0+20 0.0637 4.08 VQ 0+25 0.0933 4.29 VQ 0+30 0.1232 4.35 VQ 0+35 0.1534 4.39 VQ 0+40 0.1837 4.40 VQ 0+45 0.2141 4.41 VQ 0+50 0.2445 4.42 VQ 0+55 0.2750 4.43 VQ 1+ 0 0.3055 4.43 VQ 1+ 5 0.3361 4.44 VQ • • • 1+10 0.3668 4.45 Q 1+15 0.3975 4.46 Q 1+20 0.4283 4.47 Q 1+25 0.4592 4.48 Q 1+30 0.4902 4.49 Q 1+35 0.5212 4.50 VQ 1+40 0.5522 4.51 VQ 1+45 0.5834 4.52 VQ 1+50 0.6146 4.53 VQ 1+55 0.6459 4.54 VQ 2+ 0 0.6772 4.55 VQ 2+ 5 0.7087 4.56 VQ 2+10 0.7402 4.57 Q 2+15 0.7718 4.58 Q 2+20 0.8034 4.60 Q 2+25 0.8351 4.61 Q 2+30 0.8669 4.62 Q 2+35 0.8988 4.63 Q 2+40 0.9307 4.64 Q 2+45 0.9628 4.65 Q 2+50 0.9948 4.66 Q 2+55 1.0270 4.67 Q 3+ 0 1.0593 4.68 Q 3+ 5 1.0916 4.69 QV 3+10 1.1240 4.71 QV 3+15 1.1565 4.72 QV 3+20 1.1891 4.73 QV 3+25 1.2218 4.74 QV 3+30 1.2545 4.75 QV 3+35 1.2873 4.77 QV 3+40 1.3202 4.78 QV 3+45 1.3532 4.79 QV 3+50 1.3863 4.80 QV 3+55 1.4195 4.82 QV 4+ 0 1.4527 4.83 Q V 4+ 5 1.4861 4.84 Q V 4+10 1.5195 4.85 Q V 4+15 1.5530 4.87 Q V 4+20 1.5866 4.88 Q V 4+25 1.6203 4.89 Q V 4+30 1.6541 4.91 Q V 4+35 1.6880 4.92 Q V 4+40 1.7220 4.93 Q V 4+45 1.7561 4.95 Q V 4+50 1.7902 4.96 Q V 4+55 1.8245 4.98 Q V 5+ 0 1.8589 4.99 Q V 5+ 5 1.8934 5.01 Q V 5+1.0 1.9279 5.02 Q V 5+15 1.9626 5.03 Q V 5+20 1.9974 5.05 Q V 5+25 2.0322 5.06 Q V 5+30 2.0672 5.08 Q V 5+35 2.1023 5.09 Q V 5+40 2.1375 5.11 Q V 5+45 2.1728 5.13 Q V 5+50 2.2082 5.14 Q V • 5+55 2.2438 5.16 6+ 0 2.2794 5.17 6+ 5 2.3151 5.19 6+10 2.3510 5.21 6+15 2.3870 5.22 6+20 2.4231 5.24 6+25 2.4593 5.26 6+30 2.4956 5.28 6+35 2.5321 5.29 6+40 2.5687 5.31 6+45 2.6054 5.33 6+50 2.6422 5.35 6+55 2.6791 5.37 7+ 0 2.7162 5.38 7+ 5 2.7534 5.40 7+10 2.7908 5.42 7+15 2.8283 5.44 7+20 2.8659 5.46 7+25 2.9036 5.48 7+30 2.9415 5.50 7+35 2.9796 5.52 7+40 3.0177 5.54 7+45 3.0561 5.56 7+50 3.0945 5.59 7+55 3.1332 5.61 8+ 0 3.1719 5.63 8+ 5 3.2109 5.65 8+10 3.2499 5.67 8+15 3.2892 5.70 8+20 3.3286 5.72 8+25 3.3681 5.74 8+30 3.4078 5.77 8+35 3.4477 5.79 8+40 3.4878 5.82 8+45 3.5280 5.84 8+50 3.5684 5.87 8+55 3.6090 5.89 9+ 0 3.6498 5.92 9+ 5 3.6907 5.95 9+10 3.7319 5.97 9+15 3.7732 6.00 9+20 3.8147 6.03 9+25 3.8564 6.06 9+30 3.8984 6.09 9+35 3.9405 6.12 9+40 3.9828 6.15 9+45 4.0253 6.18 9+50 4.0681 6.21 9+55 4.1110 6.24 10+ 0 4.1542 6.27 10+ 5 4.1976 6.30 10+10 4.2413 6.34 10+15 4.2852 6.37 10+20 4.3293 6.41 10+25 4.3737 6.44 10+30 4.4183 6.48 10+35 4.4631 6.51 Q V Q V Q V Q V Q V Q v Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q. V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V 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 r • • 10+40 4.5083 6.55 Q 10+45 4.5536 6.59 Q 10+50 4.5993 6.63 Q 10+55 4.6452 6.67 Q 11+ 0 4.6915 6.71 Q 11+ 5 4.7380 6.75 Q 11+10 4.7848 6.80 Q 11+15 4.8319 6.84 Q 11+20 4.8793 6.88 Q 11+25 4.9270 6.93 Q 11+30 4.9751 6.98 Q 11+35 5.0235 7.03 Q 11+40 5.0722 7.08 Q 11+45 5.1213 7.13 Q 11+50 5.1707 7.18 Q 11+55 5.2205 7.23 Q 12+ 0 5.2707 7.29 Q 12+ 5 5.3209 7.29 Q 12+10 5.3694 7.04 Q 12+15 5.4154 6.69 Q 12+20 5.4608 6.59 Q 12+25 5.5063 6.61 Q 12+30 5.5522 6.66 Q 12+35 5.5985 6.73 Q 12+40 5.6454 6.80 Q 12+45 5.6928 6.88 Q 12+50 5.7407 6.96 Q 12+55 5.7892 7.04 Q 13+ 0 5.8382 7.12 Q 13+ 5 5.8879 7.21 Q 13+10 5.9382 7.30 Q 13+15 5.9892 7.40 Q 13+20 6.0408 7.50 Q 13+25 6.0932 7.60 Q 13+30 6.1463 7.71 Q 13+35 6.2002 7.83 Q 13+40 6.2549 7.94 Q 13+45 6.3105 8.07 Q 13+50 6.3669 8.20 Q 13+55 6.4244 8.34 Q 14+ 0 6.4828 8.48 Q 14+ 5 6.5423 8.64 Q 14+10 6.6029 8.80 Q 14+15 6.6648 8.99 Q 14+20 6.7280 9.17 Q 14+25 6.7925 9.37 Q 14+30 6.8584 9.58 Q 14+35 6.9260 9.80 Q 14+40 6.9952 10.05 Q 14+45 7.0662 10.31 Q 14+50 7.1391 10.60 Q 14+55 7.2143 10.91 Q 15+ 0 7.2918 11.25 Q 15+ 5 7.3719 11.63 Q 15+10 7.4549 12.06 Q 15+15 7.5413 12.54 Q 15+20 7.6313 13.07 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 IV • • • 15+25 7.7242 13.49 Q 15+30 7.8144 13.09 Q 15+35 7.9001 12.45 Q 15+40 7.9888 12.88 Q 15+45 8.0856 14.06 Q 15+50 8.1948 15.85 Q 15+55 8.3238 18.73 Q 16+ 0 8.4948 24.84 16+ 5 8.7848 42.10 16+10 9.3377 80.28 16+15 9.9457 88.29 16+20 10.2701 47.10 16+25 10.4375 24.32 16+30 10.5521 16.63 Q 16+35 10.6562 15.11 Q 16+40 10.7469 13.17 Q 16+45 10.8309 12.20 Q 16+50 10.9093 11.38 ,Q 16+55 10.9831 10.71 Q 17+ 0 11.0529 10.14 Q 17+ 5 11.1194 9.65 Q 17+10 11.1829 9.23 Q 17+15 11.2439 8.86 Q 17+20 11.3027 8.53 Q 17+25 11.3594 8.24 Q 17+30 11.4144 7.98 Q 17+35 11.4677 7.74 Q 17+40 11.5196 7.53 Q 17+45 11.5701 7.33 Q 17+50 11.6193 7.15 Q 17+55 11.6674 6.98 Q 18+ 0, 11.7144 6.82 Q 18+ 5 11.7607 6.73 Q 18+10 11.8083 6.90 Q 18+15 11.8578 7.19 Q 18+20 11.9076 7.24 Q 18+25 11.9570 7.17 Q 18+30 12.0058 7.08 Q 18+35 12.0539 6.99 Q 18+40 12.1014 6.90 Q 18+45 12.1483 6.81 Q 18+50 12.1946 6.72 Q 18+55 12.2403 6.64 Q 19+ 0 12.2855 6.56 Q 19+ 5 12.3302 6.49 Q 19+10 12.3743 6.41 Q 19+15 12.4180 6.35 Q 19+20 12.4613 6.28 Q 19+25 12.5041 6.21 Q 19+30 12.5465 6.15 Q 19+35 12.5884 6.09 Q 19+40 12.6300 6.04 Q 19+45 12.6712 5.98 Q 19+50 12.7120 5.93 Q 19+55 12.7524 5.87 Q 20+ 0 12.7925 5.82 Q 20+ 5 12.8323 5.77 Q Q Q V V V. V V V V V V V Q V 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 • 20+10 12.8717 5.73 20+15 12.9108 5.68 20+20 12.9496 5.63 20+25 12.9881 5.59 20+30 13.0264 5.55 20+35 13.0643 5.51 20+40 13.1019 5.47 20+45 13.1393 5.43 20+50 13.1764 5.39 20+55 13.2133 5.35 21+ 0 13.2499 5.32 21+ 5 13.2863 5.28 21+10 13.3224 5.25 21+15 13.3583 5.21 21+20 13.3939 5.18 21+25 13.4294 5.15 21+30 13.4646 5.11 21+35 13.4996 5.08 21+40 13.5344 5.05 21+45 13.5690 5.02 21+50 13.6034 4.99 21+55 13.6376 4.97 22+ 0 13.6716 4.94 22+ 5 13.7054 4.91 22+10 13.7390 4.88 22+15 13.7725 4.86 22+20 13.8057 4.83 22+25 13.8388 4.81 22+30 13.8718 4.78 22+35 13.9045 4.76 22+40 13.9371 4.73 22+45 13.9696 4.71 22+50 14.0018 4.69 22+55 14.0339 4.66 23+ 0 14.0659 4.64 23+ 5 14.0977 4.62 23+10 14.1294 4.60 23+15 14.1609 4.58 23+20 14.1923 4.56 23+25 14.2235 4.53 23+30 14.2546 4.51 23+35 14.2856 4.49 23+40 14.3164 4.48 23+45 14.3471 4.46 23+50 14.3776 4.44 23+55 14.4080 4.42 24+ 0 14.4383 4.40 24+ 5 14.4668 4.14 24+10 14.4861 2.79 24+15 14.4930 1.01 24+20 14.4950 0.28 24+25 14.4955 0.08 24+30 14.4957 0.03 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 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 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 Analysis Copyright (c) CIVILCADD/CIVILDESIGN,.1989 2004, Version 7.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 25 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area No.(AMCII) NO.(AMC 3) (Ac.) Fraction 32.0 52.0 14.60 0.535 32.0 52.0 7.70 0.282 32.0 52.0 5.00 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 Area Fract 0.267 0.267 4.62 0.169 3.08 0.113 0.50 0.018 4.50 0.165 SCS CN (AMC2) 32.0 98.0 SCS CN S (AMC3) 52.0 98.0 32.0 52.0 9.23 0.20 Pervious Yield Fr 0.263 0.966 9.23 0.263 98.0 98.0 0.20 0.966 32.0 52.0 98.0 98.0 9.23 0.263 0.20 0.966 Area -averaged catchment yield fraction, Y = 0.646 Area -averaged low loss fraction, Yb = 0.354 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.154 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 54.1126 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.354 (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 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 27.30(Ac.) (Ref: fig. E-4) Adjusted rainfall = 0.437(In) Adjusted rainfall = 0.895(In) Adjusted rainfall = 1.181(In) Adjusted rainfall = 2.138(In) Adjusted rainfall = 3.106(In) Adjusted rainfall = 6.980(In) Unit Hydrograph ++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 330.16 (CFS)) 1 5.332 17.603 2 34.502 96.309 3 74.956 133.563 4 92.744 58.730 5 97.963 17.230 6 99.157 3.943 7 100.000 2.783 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4373 0.4373 2 0.5770 0.1397 3 0.6786 0.1016 4 0.7613 0.0828 5 0.8324 0.0711 6 0.8954 0.0630 7 0.9523 0.0569 8 1.0046 0.0522 9 1.0530 0.0485 10 1.0983 0.0453 11 1.1410 0.0427 12 1.1814 0.0404 13 1.2336 0.0522 14 1.2839 0.0503 15 1.3327 0.0487 16 1.3799 0.0472 17 1.4258 0.0459 18 1.4705 0.0447 19 1.5140 0.0435 20 1.5565 0.0425 21 1.5980 0.0415 22 1.6387 0.0406 23 1.6785 0.0398 24 1.7175 0.0390 25 1.7557 0.0383 26 1.7933 0.0376 27 1.8302 0.0369 28 1.8665 0.0363 29 1.9022 0.0357 30 1.9373 0.0351 31 1.9719 0.0346 32 2.0060 0.0341 33 2.0396 0.0336 34 2.0727 0.0331 35 2.1054 0.0327 36 2.1376 0.0323 37 2.1694 0.0318 38 2.2008 0.0314 39 2.2319 0.0310 40 2.2625 0.0307 41 2.2928 0.0303 42 2.3228 0.0300 43 2.3524 0.0296 44 2.3817 0.0293 45 2.4108 0.0290 46 2.4395 0.0287 47 2.4679 0.0284 48 2.4961 0.0282 49 2.5240 0.0279 50 2.5516 0.0276 51 2.5789 0.0274 52 2.6061 0.0271 53 2.6330 0.0269 54 2.6596 0.0267 55 2.6860 0.0264 56 2.7122 0.0262 57 2.7382 0.0260 58 2.7640 0.0258 59 2.7896 0.0256 60 2.8150 0.0254 61 2.8402 0.0252 62 2.8652 0.0250 63 2.8900 0.0248 64 2.9146 0.0246 65 2.9390 0.0245 66 2.9633 0.0243 67 2.9874 0.0241 68 3.0114 0.0239 69 3.0352 0.0238 70 3.0588 0.0236 71 3.0822 0.0235 72 3.1056 0.0233 73 3.1307 0.0251 74 3.1557 0.0250 75 3.1805 0.0248 76 3.2052 0.0247 77 3.2298 0.0246 78 3.2542 0.0244 79 3.2785 0.0243 80 3.3027 0.0242 81 3.3268 0.0241 82 3.3507 0.0239 83 3.3745 0.0238 84 3.3982 0.0237 85 3.4218 0.0236 86 3.4452 0.0235 87 3.4686 0.0233 88 3.4918 0.0232 89 3.5.149 0.0231 90 3.5380 0.0230 91 3.5609 0.0229 92 3.5837 0.0228 93 3.6064 0.0227 94 3.6290 0.0226 95 3.6515 0.0225 96 3.6739 0.0224 • 97 3.6962 0.0223 98 3.7184 0.0222 99 3.7405 0.0221 100 3.7626 0.0220 101 3.7845 0.0219 102 3.8063 0.0218 103 3.8281 0.0218 104 3.8498 0.0217 105 3.8713 0.0216 106 3.8928 0.0215 107 3.9142 0.0214 108 3.9356 0.0213 109 3.9568 0.0212 110 3.9780 0.0212 111 3.9991 0.0211 112 4.0201 0.0210 113 4.0410 0.0209 114 4.0619 0.0209 115 4.0826 0.0208 116 4.1033 0.0207 117 4.1240 0.0206 118 4.1445 0.0206 119 4.1650 0.0205 120 4.1854 0.0204 121 4.2058 0.0203 122 4.2260 0.0203 123 4.2462 0.0202 124 4.2664 _0.0201 125 4.2864 0.0201 126 4.3064 0.0200 127 4.3264 0.0199 128 4.3462 0.0199 129 4.3660 0.0198 130 4.3858 0.0197 131 4.4054 0.0197 132 4.4251 0.0196 133 4.4446 0.0196 134 4.4641 0.0195 135 4.4835 0.0194 136 4.5029 0.0194 137 4.5222 0.0193 138 4.5415 0.0193 139 4.5607 0.0192 140 4.5798 0.0191 141 4.5989 0.0191 142 4.6179 0.0190 143 4.6369 0.0190 144 4.6558 0.0189 145 4.6747 0.0189 146 4.6935 0.0188 147 4.7122 0.0188 148 4.7309 0.0187 149 4.7496 0.0186 150 4.7682 0.0186 151 4.7867 0.0185 152 4.8052 0.0185 153 4.8236 0.0184 154 4.8420 0.0184 155 4.8604 0.0183 156 4.8787 0.0183 157 4.8969 0.0182 158 4.9151 0.0182 159 4.9333 0.0181 160 4.9514 0.0181 161 4.9694 0.0181 162 4.9874 0.0180. 163 5.0054 0.0180 164 5.0233 0.0179 165 5.0412 0.0179 166 5.0590 0.0178 167 5.0768 0.0178 168 5.0945 0.0177 169 5.1.122 0.0177 170 5.1298 0.0176 171 5.1475 0.0176 172 5.1650 0.0176 173 5.1825 0.0175 174 5.2000 0.0175 175 5.2175 0.0174 176 5.2349 0.0174 177 5.2522 0.0174 178 5.2695 0.0173 179 5.2868 0.0173 180 5.3040 0.0172 181 5.3212 0.0172 182 5.3384 0.0172 183 5.3555 0.0171 184 5.3726 0.0171 185 5.3896 0.0170 186 5.4066 0.0170 187 5.4236 0.0170 188 5.4405 0.0169 189 5.4574 0.0169 190 5.4742 0.0168 191 5.4910 0.0168 192 5.5078 0.0168 193 5.5246 0.0167 194 5.5413 0.0167 195 5.5579 0.0167 196 5.5746 0.0166 197 5.5912 0.0166 198 5.6077 0.0166 199 5.6242 0.0165 200 5.6407 0.0165 201 5.6572 0.0165 202 5.6736 0.0164 203 5.6900 0.0164 204 5.7064 0.0164 205 5.7227 0.0163 206 5.7390 0.0163. 207 5.7552 0.0163 208 5.7715 0.0162 209 5.7877 0.0162 210 5.8038 0.0162 211 5.8200 0.0161 212 5.8361 0.0161 213 5.8521 - 0.0161 214 5.8682 0.0160 215 5.8842 0.0160 216 5.9001 0.0160 217 5.9161 0.0159 218 5.9320 0.0159 219 5.9479 0.0159 220 5.9637 0.0159 221 5.9795 0.0158 222 5.9953 0.0158 223 6.0111 0.0158 224 6.0268 0.0157 225 6.0425 0.0157 226 6.0582 0.0157 227 6.0738 0.0156 228 6.0895 0.0156 229 6.1050 0.0156 230 6.1206 0.0156 231 6.1361 0.0155 232 6.1516 0.0155 233 6.1671 0.0155 234 6.1826 0.0154 235 6.1980 0.0154 236 6.2134 0.0154 237 6.2287 0.0154 238 6.2441 0.0153 239 6.2594 0.0153 240 6.2747 0.0153 241 6.2899 0.0153 242 6.3052 0.0152 243 6.3204 0.0152 244 6.3356 0.0152 245 6.3507 0.0152 246 6.3658 0.0151 247 6.3810 0.0151 248 6.3960 0.0151 249 6.4111 0.0151 250 6.4261 0.0150 251 6.4411 0.0150 252 6.4561 0.0150 253 6.4710 0.0150 254 6.4860 0.0149 255 6.5009 0.0149 256 6.5158 0.0149 257 6.5306 0.0149 258 6.5455 0.0148 259 6.5603 0.0148 260 6.5750 0.0148 261 6.5898 0.0148 262 6.6045 0.0147 263 6.6193 0.0147 264 6.6339 0.0147 265 6.6486 0.0147 266 6.6633 0.0146 267 6.6779 0.0146 268 6.6925 0.0146 269 6.7071 0.0146 270 6.7216 0.0146 271 6.7361 0.0145 272 6.7507 0.0145 273 6.7651 0.0145 274 6.7796 0.0145 275 6.7940 0.0144 276 6.8085 0.0144 277 6.8229 0.0144 278 6.8372 0.0144 279 6.8516 0.0144 280 6.8659 0.0143 281 6.8803 0.0143 282 6.8945 0.0143 283 6.9088 0.0143 284 6.9231 0.0143 285 6.9373 0.0142 286 6.9515 0.0142 287 6.9657 0.0142 288 6.9799 0.0142 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0142 0.0050 0.0092 2 0.0142 0.0050 0.0092 3 0.0142 0.0050 0.0092 4 0.0143 0.0050 0.0092 5 0.0143 0.0051 0.0092 6 0.0143 0.0051 0.0092 7 0.0144 0.0051 0.0093 8 0.0144 0.0051 0.0093 9 0.0144 0.0051 0.0093 10 0.0144 0.0051 0.0093 11 0.0145 0.0051 0.0094 12 0.0145 0.0051 0.0094 13 0.0146 0.0052 0.0094 14 0.0146 0.0052 0.0094 15 0.0146 0.0052 0.0094 16 0.0146 0.0052 0.0095 17 0.0147 0.0052 0.0095 18 0.0147 0.0052 0.0095 19 0.0148 0.0052 0.0095 20 0.0148 0.0052 0.0096 21 0.0148 0.0053 0.0096 22 0.0149 0.0053 0.0096 23 0.0149 0.0053 0.0096 24 0.0149 0.0053 0.0096 25 0.0150 0.0053 0.0097 26 0.0150 0.0053 0.0097 27 0.0151 0.0053 0.0097 28 0.0151 0.0053 0.0097 29 0.0151 0.0054 0.0098 30 0.0152 0.0054 0.0098 31 0.0152 0.0054 0.0098 • 32 0.0152 0.0054 0.0098 33 0.0153 0.0054 0.0099 34 0.0153 0.0054 0.0099 35 0.0154 0.0054 0.0099 36 0.0154 0.0054 0.0099 37 0.0154 0.0055 0.0100 38 0.0155 0.0055 0.0100 39 0.0155 0.0055 0.0100 40 0.0156 0.0055 0.0101 41 0.0156 0.0055 0.0101 42 0.0156 0.0055 0.0101 43 0.0157 0.0056 0.0101 44 0.0157 0.0056 0.0102 45 0.0158 0.0056 0.0102 46 0.0158 0.0056 0.0102 47 0.0159 0.0056 0.0103 48 0.0159 0.0056 0.0103 49 0.0160 0.0057 0.0103 50 0.0160 0.0057 0.0103 51 0.0161 0.0057 0.0104 52 0.0161 0.0057 0.0104 53 0.0162 0.0057 0.0104 54 0.0162 0.0057 0.0105 55 0.0163 0.0058 0.0105 56 0.0163 0.0058 0.0105 57 0.0164 0.0058 0.0106 58 0.0164 0.0058 0.0106 59 0.0165 0.0058 0.0106 60 0.0165 0.0058 0.0107 61 0.0166 0.0059 0.0107 62 0.0166 0.0059 0.0107 63 0.0167 0.0059 0.0108 64 0.0167 0.0059 0.0108 65 0.0168 0.0059 0.0108 66 0.0168 0.0060 0.0109 67 0.0169 0.0060 0.0109 68 0.0169 0.0060 0.0109 69 0.0170 0.0060 0.0110 70 0.0170 0.0060 0.0110 71 0.0171 0.0061 0.0111 72 0.0172 0.0061 0.0111 73 0.0172 0.0061 0.0111 74 0.0173 0.0061 0.0112 75 0.0174 0.0061 0.0112 76 0.0174 0.0062 0.0112 77 0.0175 0.0062 0.0113 78 0.0175 0.0062 0.0113 79 0.0176 0.0062 0.0114 80 0.0176 0.0062 0.0114 81 0.0177 0.0063 0.0115 82 0.0178 0.0063 0.0115 83 0.0179 0.0063 0.0115 84 0.0179 0.0063 0.0116 85 0.0180 0.0064 0.0116 86 0.0181 0.0064 0.0117 87 0.0181 0.0064 0.0117 88 0.0182 0.0064 0.0118 89 0.0183 0.0065 0.0118 90 0.0183 0.0065 0.0118 91 0.0184 0.0065 0.0119 92 0.0185 0.0065 0.0119 93 0.0186 0.0066 0.0120 94 0.0186 0.0066 0.0120 95 0.0188 0.0066 0.0121 96 0.0188 0.0067 0.0121 97 0.0189 0.0067 0.0122 98 0.0190 0.0067 0.0123 99 0.0191 0.0068 0.0123 100 0.0191 0.0068 0.0124 101 0.0193 0.0068 0.0124 102 0.0193 0.0068 0.0125 103 0.0194 0.0069 0.0126 104 0.0195 0.0069 0.0126 105 0.0196 0.0069 0.0127 106 0.0197 0.0070 0.0127 107 0.0198 0.0070 0.0128 108 0.0199 0.0070 0.0128 109 0.0200 0.0071 0.0129 110 0.0201 0.0071 0.0130 111 0.0202 0.0072 0.0130 112 0.0203 0.0072 0.0131 113 0.0204 0.0072 0.0132 114 0.0205 0.0073 0.0132 115 0.0206 0.0073 0.0133 116 0.0207 0.0073 0.0134 117 0.0209 0.0074 0.0135 118 0.0209 0.0074 0.0135 119 0.0211 0.0075 0.0136 120 0.0212 0.0075 0.0137. 121 0.0213 0.0076 0.0138 122 0.0214 0.0076 0.0138 123 0.0216 0.0076 0.0139 124 0.0217 0.0077 0.0140 125 0.0218 0.0077 0.0141 126 0.0219 0.0078 0.0142 127 0.0221 0.0078 0.0143 128 0.0222 0.0079 0.0143 129 0.0224 0.0079 0.0145 130 0.0225 0.0080 0.0145 131 0.0227 0.0080 0.0147 132 0.0228 0.0081 0.0147 133 0.0230 0.0081 0.0149 134 0.0231 0.0082 0.0149 135 0.0233 0.0083 0.0151 136 0.0235 0.0083 0.0152 137 0.0237 0.0084 0.0153 138 0.0238 0.0084 0.0154 139 0.0241 0.0085 0.0155 140 0.0242 0.0086 0.0156 141 0.0244 0.0087 0.0158 142 0.0246 0.0087 0.0159 143 0.0248 0.0088 0.0160 144 0.0250 0.0088 0.0161 145 0.0233 0.0083 0.0151 146 0.0235 0.0083 0.0152 147 0.0238 0.0084 0.0154 148 0.0239 0.0085 0.0155 149 0.0243 0.0086 0.0157 150 0.0245 0.0087 0.0158 151 0.0248 0.0088 0.0160 152 0.0250 0.0088 0.0161 153 0.0254 0.0090 0.0164 154 0.0256 0.0091 0.0165 155 0.0260 0.0092 0.0168 156 0.0262 0.0093 0.0169 157 0.0267 0.0094 0.0172 158 0.0269 0.0095 0.0174 159 0.0274 0.0097 0.0177 160 0.0276 0.0098 0.0178 161 0.0282 0.0100 0.0182 162 0.0284 0.0101 0.0184 163 0.0290 0.0103 0.0187 164 0.0293 0.0104 0.0189 165 0.0300 0.0106 0.0194 166 0.0303 0.0107 0.0196 167 0.0310 0.0110 0.0200 168 0.0314 0.0111 0.0203 169 0.0323 0.0114 0.0208 170 0.0327 0.0116 0.0211 171 0.0336 0.0119 0.0217 172 0.0341 0.0121 0.0220 173 0.0351 0.0124 0.0227 174 0.0357 0.0126 0.0231 175 0.0369 0.0131 0.0238 176 0.0376 0.0133 0.0243 177 0.0390 0.0138 0.0252 178 0.0398 0.0141 0.0257 179 0.0415 0.0147 0.0268 180 0.0425 0.0150 0.0275 181 0.0447 0.0158 0.0289 182 0.0459 0.0162 0.0297 183 0.0487 0.0172 0.0315 184 0.0503 0.0178 0.0325 185 0.0404 0.0143 0.0261 186 0.0427 0.0151 0.0276 187 0.0485 0.0172 0.0313 188 0.0522 0.0185 0.0338 189 0.0630 0.0223 0.0407 190 0.0711 0.0252 0.0459 191 0.1016 0.0298 0.0718 192 0.1397 0.0298 0.1099 193 0.4373 0.0298 0.4075 194 0.0828 0.0293 0.0535 195 0.0569 0.0202 0.0368 196 0.0453 0.0160 0.0293 197 0.0522 0.0185 0.0337 198 0.0472 0.0167 0.0305 199 0.0435 0.0154 0.0281 200 0.0406 0.0144 0.0262 201 0.0383 0.0135 0.0247 202 0.0363 0.0128 0.0234 • 203 0.0346 0.0122 0.0223 204 0.0331 0.0117 0.0214 205 0.0318 0.0113 0.0205 206 0.0307 0.0109 0.0198 207 0.0296 0.0105 0.0191 208 0.0287 0.0102 0.0186 209 0.0279 0.0099 0.0180 210 0.0271 0.0096 0.0175 211 0.0264 0.0094 0.0171 212 0.0258 0.0091 0.0167 213 0.0252 0.0089 0.0163 214 0.0246 0.0087 0.0159 215 0.0241 0.0085 0.0156 216 0.0236 0.0084 0.0153 217 0.0251 0.0089 0.0162 218 0.0247 0.0087 0.0160 219 0.0243 0.0086 0.0157 220 0.0239 0.0085 0.0155 221 0.0236 0.0083 0.0152 222 0.0232 0.0082 0.0150 223 0.0229 0.0081 0.0148 224 0.0226 0.0080 0.0146 225 0.0223 0.0079 0.0144 226 0.0220 0.0078 0.0142 227 0.0218 0.0077 0.0141 228 0.0215 0.0076 0.0139 229 0.0212 0.0075 0.0137 230 0.0210 0.0074 0.0136 231 0.0208 0.0074 0.0134 232 0.0206 0.0073 0.0133 233 0.0203 0.0072 0.0131 234 0.0201 0.0071 0.0130 235 0.0199 0.0071 0.0129 236 0.0197 0.0070 0.0128 237 0.0196 0.0069 0.0126 238 0.0194 0.0069 0.0125 239 0.0192 0.0068 0.0124 240 0.0190 0.0067 0.0123 241 0.0189 0.0067 0.0122 242 0.0187 0.0066 0.0121 243 0.0185 0.0066 0.0120 244 0.0184 0.0065 0.0119 245 0.0182 0.0065 0.0118 246 0.0181 0.0064 0.0117 247 0.0180 0.0064 0.0116 248 0.0178 0.0063 0.0115 249 0.0177 0.0063 0.0114 250 0.0176 0.0062 0.0113 251 0.0174 0.0062 0.0113 252 0.0173 0.0061 0.0112 253 0.0172 0.0061 0.0111 254 0.0171 0.0060 0.0110 255 0.0170 0.0060 0.0110 256 0.0168 0.0060 0.0109 257 0.0167 0.0059 0.0108 258 0.0166 0.0059 0.0107 259 0.0165 0.0059 0.0107 • 260 0.0164. 0.0058 .0.0106 261 0.0163 0.0058 0.0105 262 0.0162 0.0057 0.0105 263 0.0161 0.0057 0.0104 264 0.0160 0.0057 0.0104 265 0.0159 0.0056 0.0103 266 0.0159 0.0056 0.0102 267 0.0158 0.0056 0.0102 268 0.0157 0.0055 0.0101 269 0.0156 0.0055 0.0101 270 0.0155 0.0055 0.0100 271 0.0154 0.0055 0.0100 272 0.0153 0.0054 0.0099 273 0.0153 0.0054 0.0099 274 0.0152 0.0054 0.0098 275 0.0151 0.0053 0.0098 276 0.0150 0.0053 0.0097 277 0.0150 0.0053 0.0097 278 0.0149 0.0053 0.0096 279 0.0148 0.0052 0.0096 280 0.0147 0.0052 0.0095 281 0.0147 0.0052 0.0095 282 0.0146 0.0052 0.0094 283 0.0145 0.0051 0.0094 284 0.0145 0.0051 0.0093 285 0.0144 0.0051 0.0093 286 0.0143 0.0051 0.0093 287 0.0143 0.0051 0.0092 288 0.0142 0.0050 0.0092 Total soil rain loss = 2.32(In) Total effective rainfall = 4.66(In) Peak flow rate in flood hydrograph = 68.21(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 0+ 5 0.0011 0.16 Q 0+10 0.0083 1.04 Q 0+15 0.0239 2.27 VQ 0+20 0.0432 2.81 VQ 0+25 0.0637 2.97 VQ 0+30 0.0845 3.02 VQ 0+35 0.1055 3.05 VQ 0+40 0.1265 3.05 VQ 0+45 0.1476 3.06 VQ 0+50 0.1687 3.07 VQ 0+55 0.1899 3.07 VQ 1+ 0 0.2111 3.08 VQ 1+ 5 0.2324 3.09 VQ • 1+10 0.2537 3.10 VQ 1+15 0.2751 3.10 Q 1+20 0.2965 3.11 Q 1+25 0.3180 3.12 Q 1+30 0.3395 3.12 Q 1+35 0.3611 3.13 Q 1+40 0.3827 3.14 Q 1+45 0.4044 3.15 Q 1+50 0.4261 3.15 Q 1+55 0.4479 3.16 Q 2+ 0 0.4697 3.17 Q 2+ 5 0.4916 3.18 Q 2+10 0.5136 3.19 Q 2+15 0.5355 3.19 QV 2+20 0.5576 3.20 QV 2+25 0.5797 3.21 QV 2+30 0.6019 3.22 QV 2+35 0.6241 3.23 QV 2+40 0.6464 3.23 QV 2+45 0.6687 3.24 QV 2+50 0.6911 3.25 QV 2+55 0.7135 3.26 QV 3+ 0 0.7360 3.27 QV 3+ 5 0.7586 3.28 QV 3+10 0.7812 3.28 QV 3+15 0.8039 3.29 Q V 3+20 0.8266. 3.30 Q V 3+25 0.8494 3.31 Q V 3+30 0.8723 3.32 Q V 3+35 0.8952 3.33 Q V 3+40 0.9182 3.34 Q V 3+45 0.9413 3.35 Q V 3+50 0.9644 3.36 Q V 3+55 0.9876 3.37 Q V 4+ 0 1.0109 3.38 Q V 4+ 5 1.0342 3.39 Q V 4+10 1.0576 3.40 Q V 4+15 1.0810 3.41 Q V 4+20 1.1045 3.42 Q V 4+25 1.1281 3.43 Q V 4+30 1.1518 3.44 Q V 4+35 1.1755 3.45 Q V 4+40 1.1993 3.46 Q V 4+45 1.2232 3.47 Q V 4+50 1.2471 3.48 Q V 4+55 1.2712 3.49 Q V 5+ 0 1.2952 3.50 Q V 5+ 5 1.3194 3.51 Q V 5+10 1.3437 3.52 Q V 5+15 1.3680 3.53 Q V 5+20 1.3924 3.54 Q V 5+25 1.4168 3.55 Q V 5+30 1.4414 3.56 Q V 5+35 1.4660 3.58 Q V 5+40 1.4907 3.59 Q V 5+45 1.5155 3.60 Q V 5+50 1.5404 3.61 Q V • 5+55 1.5654 3.62 Q V 6+ 0 1.5904 3.64 Q V 6+ 5 1.6155 3.65 Q V 6+10 1.6408 3.66 Q V 6+15 1.6661 3.67 Q V 6+20 1.6915 3.69 Q V 6+25 1.7169 3.70 Q V 6+30 1.7425 3.71 Q V 6+35 1.7682 3.73 Q V 6+40 1.7939 3.74 Q V 6+45 1.8198 3.75 Q V 6+50 1.8457 3.77 Q V 6+55 1.8718 3.78 Q V 7+ 0 1.8979 3.80 Q V 7+ 5 1.9241 3.81 Q V 7+10 1.9505 3.82 Q V 7+15 1.9769 3.84 Q V 7+20 2.0035 3.85 Q V 7+25 2.0301 3.87 Q V 7+30 2.0569 3.88 Q V 7+35 2.0837 3.90 Q V 7+40 2.1107 3.92 Q V 7+45 2.1378 3.93 Q V 7+50 2.1649 3.95 Q V 7+55 2.1923 3.96 Q V 8+ 0 2.2197 3.98 Q V 8+ 5 2.2472 4.00 Q V 8+10 2.2748 4.01 Q V 8+15 2.3026 4.03 Q V 8+20 2.3305 4.05 Q V 8+25 2.3585 4.07 Q V 8+30 2.3867 4.09 Q V 8+35 2.4149 4.10 Q V 8+40 2.4433 4.12 Q V 8+45 2.4719 4.14 Q V 8+50 2.5005 4.16 Q V 8+55 2.5293 4.18 Q V 9+ 0 2.5582 4.20 Q V 9+ 5 2.5873 4.22 Q V 9+10 2.6165 4.24 Q V 9+15 2.6459 4.26 Q V 9+20 2.6754 4.28 Q. V 9+25 2.7050 4.31 Q V 9+30 2.7349 4.33 Q V 9+35 2.7648 4.35 Q V 9+40 2.7949 4.37 Q V 9+45 2.8252 4.40 Q V 9+50 2.8557 4.42 Q V 9+55 2.8863 4.44 Q V 10+ 0 2.9171 4.47 Q IV 10+ 5 2.9480 4.49 Q IV 10+10 2.9791 4.52 Q IV 10+15 3.0104 4.55 Q IV 10+20 3.0419 4.57 Q IV 10+25 3.0736 4.60 Q IV 10+30 3.1055 4.63 Q IV 10+35 3.1375 4.66 Q IV • • • 10+40 3.1698 4.68 Q 10+45 3.2023 4.71 Q 10+50 3.2350 4.74 Q 10+55 3.2678 4.78 Q 11+ 0 3.3009 4.81 Q 11+ 5 3.3343 4.84 Q 11+10 3.3678 4.87 Q 11+15 3.4016 4.91 Q 11+20 3.4356 4.94 Q 11+25 3.4699 4.98 Q 11+30 3.5044 5.01 Q 11+35 3.5392 5.05 Q 11+40 3.5742 5.09 Q 11+45 3.6095 5.13 Q 11+50 3.6451 5.17 Q 11+55 3.6810 5.21 Q 12+ 0 3.7171 5.25 Q 12+ 5 3.7534 5.27 Q 12+10 3.7892 5.19 Q 12+15 3.8241 5.07 Q 12+20 3.8589 5.05 Q 12+25 3.8938 5.08 Q 12+30 3.9291 5.12 Q 12+35 3.9647 5.17 Q 12+40 4.0008 5.23 Q 12+45 4.0372 5.29 Q 12+50 4.0740 5.34 Q 12+55 4.1112 5.41 Q 13+ 0 4.1489 5.47 Q 13+ 5 4.1870 5.54 Q 13+10 4.2256 5.61 Q 13+15 4.2647 5.68 Q 13+20 4.3043 5.75 Q 13+25 4.3445 5.83 Q 13+30 4.3852 5.91 Q 13+35 4.4265 6.00 Q 13+40 4.4684 6.09 Q 13+45 4.5110 6.18 Q 13+50 4.5542 6.28 Q 13+55 4.5982 6.38 Q 14+ 0 4.6428 6.49 Q 14+ 5 4.6883 6.61 Q 14+10 4.7347 6.73 Q 14+15 4.7820 6.87 Q 14+20 4.8302 7.00 Q 14+25 4.8795 7.15 Q 14+30 4.9298 7.31 Q 14+35 4.9813 7.48 Q 14+40 5.0341 7.66 Q 14+45 5.0882 7.86 Q 14+50 5.1438 8.07 Q 14+55 5.2009 8.30 Q 15+ 0 5.2599 8.56 Q 15+ 5 5.3208 8.84 Q 15+10 5.3838 9.15 Q 15+15 5.4493 9.51 Q 15+20 5.5175 9.91 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 • • 15+25 5.5879 10.22 Q 15+30 5.6560 9.89 Q 15+35 5.7204 9.34 Q 15+40 5.7864 9.59 Q 15+45 5.8583 10.43 Q 15+50 5.9391 11.74 Q 15+55 6.0343 13.82 Q 16+ 0 6.1594 18.16 16+ 5 6.3727 30.97 16+10 6.7868 60.13 16+15 7.2566 68.21 16+20 7.5144 37.44 16+25 7.6461 19.12 16+30 7.7335 12.69 Q 16+35 7.8136 11.63 Q 16+40 7.8826 10.02 Q 16+45 7.9467 9.31 Q 16+50 8.0066 8.69 Q 16+55 8.0630 8.19 Q 17+ 0 8.1164 7.76 Q 17+ 5 8.1673 7.39 Q 17+10 8.2160 7.07 Q 17+15 8.2628 6.79 Q 17+20 8.3079 6.54 Q 17+25 8.3514 6.32 Q 17+30 8.3936 6.13 Q 17+35 8.4346 5.95 Q 17+40 8.4744 5.79 Q 17+45 8.5133 5.64 Q 17+50 8.5511 5.50 Q 17+55 8.5881 5.37 Q 18+ 0 8.6243 5.25 Q 18+ 5 8.6598 5.16 Q 18+10 8.6955 5.18 Q 18+15 8.7317 5.25 Q 18+20 8.7678 5.24 Q 18+25 8.8034 5.17 Q 18+30 8.8385 5.10 Q 18+35 8.8732 5.03 Q 18+40 8.9073 4.95 Q 18+45 8.9409 4.89 Q 18+50 8.9741 4.82 Q 18+55 9.0069 4.76 Q 19+ 0 9.0392 4.70 Q 19+ 5 9.0712 4.64 Q 19+10 9.1027 4.58 Q 19+15 9.1339 4.53 Q 19+20 9.1648 4.48 Q 19+25 9.1953 4.43 Q 19+30 9.2255 4.38 Q 19+35 9.2553 4.34 Q 19+40 9.2849 4.29 Q 19+45 9.3142 4.25 Q 19+50 9.3432 4.21 Q 19+55 9.3719 4.17 Q 20+ 0 9.4003 4.13 Q 20+ 5 9.4285 4.09 Q V V V V V V V V V V V 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 • 20+10 9.4564 4.06 Q 20+15 9.4841 4.02 Q 20+20 9.5116 3.99 Q 20+25 9.5388 3.95 Q 20+30 9.5658 3.92 Q 20+35 9.5926 3.89 Q 20+40 9.6192 3.86 Q 20+45 9.6456 3.83 Q 20+50 9.6718 3.80 Q 20+55 9.6977 3.77 Q 21+ 0 9.7235 3.74 Q 21+ 5 9.7491 3.72 Q 21+10 9.7746 3.69 Q 21+15 9.7998 3.67 Q 21+20 9.8249 3.64 Q 21+25 9.8498 3.62 Q 21+30 9.8746 3.59 Q 21+35 9.8991 3.57 Q 21+40 9.9236 3.55 Q 21+45 9.9478 3.52 Q 21+50 9.9719 3.50 Q 21+55 9.9959 3.48 Q 22+ 0 10.0198 3.46 Q 22+ 5 10.0434 3.44 Q 22+10 10.0670 3.42 Q 22+15 10.0904 3.40 Q 22+20 10.1137 3.38 Q 22+25 10.1368 3.36 Q 22+30 10.1598 3.34 Q 22+35 10.1827 3.32 Q 22+40 10.2055 3.31 Q 22+45 10.2281 3.29 Q 22+50 10.2507 3.27 Q 22+55 10.2731 3.25 Q 23+ 0 10.2954 3.24 Q 23+ 5 10.3176 3.22 Q 23+10 10.3396 3.20 Q 23+15 10.3616 3.19 Q 23+20 10.3834 3.17 Q 23+25 10.4052 3.16 Q 23+30 10.4268 3.14 Q 23+35 10.4484 3.13 Q 23+40 10.4698 3.11 Q 23+45 10.4912 3.10 Q 23+50 10.5124 3.08 Q 23+55 10.5335 3.07 Q 24+ 0 10.5546 3.06 Q 24+ 5 10.5744 2.88 Q 24+10 10.5882 1.99 Q 24+15 10.5934 0.76 Q 24+20 10.5949 0.22 Q 24+25 10.5953 0.06 Q 24+30 10.5955 0.03 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 Unit H y d r o g r a p h Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 10 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area No.(AMCII) NO.(AMC 3) (Ac.) Fraction 32.0 52.0 14.60 0.535 32.0 52.0 7.70 0.282 32.0 52.0 5.00 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 Area Fract 0.267 0.267 4.62 0.169 3.08 0.113 0.50 0.018 4.50 0.165 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 9.23 0.196 98.0 98.0 0.20 0.958 32.0 52.0 98.0 98.0 9.23 0.196 0.20 0.958 Area -averaged catchment yield fraction, Y = 0.611 Area -averaged low loss fraction, Yb = 0.389 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.157 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 53.0786 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.389 (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 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 27.30(Ac.) (Ref: fig. E-4) Adjusted Adjusted Adjusted Adjusted Adjusted Adjusted rainfall rainfall rainfall rainfall rainfall rainfall = 0.362(In) = 0.742(In) = 0.979(In) = 1.788(In) = 2.614(In) 5.645(In) • Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 330.16 (CFS)) 1 5.135 16.955 2 33.307 93.012 3 73.471 132.604 4 92.153 61.681 5 97.775 18.560 6 99.055 4.226 7 100.000 3.121 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3622 0.3622 2 0.4780 0.1157 3 0.5621 0.0842 4 0.6307 0.0686 5 0.6896 0.0589 6 0.7418 0.0522 7 0.7889 0.0472 8 0.8322 0.0433 9 0.8724 0.0401 10 0.9099 0.0376 11 0.9453 0.0354 12 0.9787 0.0335 13 1.0227 0.0439 14 1.0651 0.0424 15 1.1062 0.0411 16 1.1461 0.0399 17 1.1848 0.0388 18 1.2226 0.0377 19 1.2594 0.0368 20 1.2953 0.0359 21 1.3304 0.0351 22 1.3648 0.0344 23 1.3985 0.0337 24 1.4315 0.0330 25 1.4640 0.0324 26 1.4958 0.0318 27 1.5271 0.0313 28 1.5579 0.0308 29 1.5881 0.0303 30 1.6179 0.0298 31 1.6473 0.0294 32 1.6763 0.0289 33 1.7048 0.0285 34 1.7329 0.0281 35 1.7607 0.0278 36 1.7881 0.0274 37 1.8152 0.0270 38 1.8419 0.0267 39 1.8683 0.0264 40 1.8943 0.0261 41 1.9201 0.0258 42 1.9456 0.0255 43 1.9709 0.0252 44 1.9959 0.0250 45 2.0206 0.0247 46 2.0450 0.0245 47 2.0693 0.0242 48 2.0933 0.0240 49 2.1170 0.0238 50 2.1406 0.0236 51 2.1639 0.0233 52 2.1871 0.0231 53 2.2100 0.0229 54 2.2327 0.0227 55 2.2553 0.0225 56 2.2777 0.0224 57 2.2998 0.0222 58 2.3218 0.0220 59 2.3437 0.0218 60 2.3654 0.0217 61 2.3869 0.0215 62 2.4082 0.0214 63 2.4294 0.0212 64 2.4505 0.0210 65 2.4714 0.0209 66 2.4921 0.0208 67 2.5127 0.0206 68 2.5332 0.0205 69 2.5535 0.0203 70 2.5737 0.0202 71 2.5938 0.0201 72 2.6137 0.0199 73 2.6338 0.0201 74 2.6538 0.0200 75 2.6737 0.0199 76 2.6934 0.0197 77 2.7130 0.0196 78 2.7326 0.0195. 79 2.7520 0.0194 80 2.7712 0.0193 81 2.7904 0.0192 82 2.8095 0.0191 83 2.8285 0.0190 84 2.8474 0.0189 85 2.8661 0.0188 86 2.8848 0.0187 87 2.9034 0.0186 88 2.9219 0.0185 89 2.9403 0.0184 90 2.9586 0.0183 91 2.9768 0.0182 92 2.9949 0.0181 93 3.0130 0.0180 94 3.0309 0.0180 95 3.0488 0.0179 96 3.0666 0.0178 97 3.0843 0.0177 98 3.1019 0.0176 99 3.1194 0.0175 100 3.1369 0.0175 101 3.1543 0.0174 102 3.1716 0.0173 103 3.1888 0.0172 104 3.2060 0.0172 105 3.2231 0.0171 106 3.2401 0.0170 107 3.2570 0.0169 108 3.2739. 0.0169 109 3.2907 0.0168 110 3.3074 0.0167 111 3.3241 0.0167 112 3.3407 0.0166 113 3.3572 0.0165 114 3.3737 0.0165 115 3.3901 0.0164 116 3.4064 0.0163 117 3.4227 0.0163 118 3.4389 0.0162 119 3.4551 0.0162 120 3.4712 0.0161 121 3.4872 0.0160 122 3.5032 0.0160 123 3.5191 0.0159 124 3.5350 0.0159 125 3.5508 0.0158 126 3.5665 0.0157 127 3.5822 0.0157 128 3.5979 0.0156 129 3.6135 0.0156 130 3.6290 0.0155 131 3.6445 0.0155 132 3.6599 0.0154 133 3.6753 0.0154 134 3.6906 0.0153 135 3.7059 0.0153 136 3.7211 0.0152 137 3.7363 0.0152 138 3.7514 0.0151 139 3.7664 0.0151 140 3.7815 0.0150 141 3.7965 0.0150 142 3.8114 0.0149 143 3.8263 0.0149 144 3.8411 0.0148 145 3.8559 0.0148 146 3.8706 0.0147 147 3.8853 0.0147 148 3.9000 0.0147 149 3.9146 0.0146 150 3.9292 0.0146 151 3.9437 0.0145 152 3.9582 0.0145 153 3.9726 0.0144 154 3.9870 0.0144 155 4.0014 0.0144 156 4.0157 0.0143 157 4.0300 0.0143 158 4.0442 0.0142 159 4.0584 0.0142 160 4.0726 0.0142 161 4.0867 0.0141 162 4.1008 0.0141 163 4.1148 0.0140 164 4.1288 0.0140 165 4.1428 0.0140 166 4.1567 0.0139 167 4.1706 0.0139 168 4.1845 0.0139 169 4.1983 0.0138 170 4.2121 0.0138 171 4.2258 0.0137 172 4.2395 0.0137 173 4.2532 0.0137 174 4.2668 0.0136 175 4.2804 0.0136 176 4.2940 0.0136 177 4.3075 0.0135 178 4.3210 0.0135 179 4.3345 0.0135 180 4.3479 0.0134 181 4.3613 0.0134 182 4.3747 0.0134 183 4.3880 0.0133 184 4.4013 0.0133 185 4.4146 0.0133 186 4.4278 0.0132 187 4.4410 0.0132 188 4.4542 0.0132 189 4.4673 0.0131 190 4.4805 0.0131 191 4.4935 0.0131 192 4.5066 0.0131 193 4.5196 0.0130 194 4.5326 0.0130 195 4.5456 0.0130 196 4.5585 0.0129 197 4.5714 0.0129 198 4.5843 0.0129 199 4.5971 0.0128 200 4.6099 0.0128 201 4.6227 0.0128 202 4.6355 0.0128 203 4.6482 0.0127 204 4.6609 0.0127 205 4.6736 0.0127 206 4.6862 0.0126 207 4.6989 0.0126 208 4.7115 0.0126 209 4.7240 0.0126 210 4.7366 0.0125 • 211 4.7491 0.0125 212 4.7616 0.0125 213 4.7740 0.0125 214 4.7865 0.0124 215 4.7989 0.0124 216 4.8113 0.0124 217 4.8236 0.0124 218 4.8360 0.0123 219 4.8483 0.0123 220 4.8605 0.0123 221 4.8728 0.0123 222 4.8850 0.0122 223 4.8972 0.0122 224 4.9094 0.0122 225 4.9216 0.0122 226 4.9337 0.0121 227 4.9458 0.0121 228 4.9579 0.0121 229 4.9700 0.0121 230 4.9820 0.0120 231 4.9941 0.0120 232 5.0061 0.0120 233 5.0180 0.0120 234 5.0300 0.0120 235 5.0419 0.0119 236 5.0538 0.0119 237 5.0657 0.0119 238 5.0776 0.0119 239 5.0894 0.0118 240 5.1012 0.0118 241 5.1130 0.0118 242 5.1248 0.0118 243 5.1365 0.0118 244 5.1483 0.0117 245 5.1600 0.0117 246 5.1717 0.0117 247 5.1833 0.0117 248 5.1950 0.0116 249 5.2066 0.0116 250 5.2182 0.0116 251 5.2298 0.0116 252 5.2413 0.0116 253 5.2529 0.0115 254 5.2644 0.0115 255 5.2759 0.0115 256 5.2874 0.0115 257 5.2988 0.0115 258 5.3103 0.0114 259 5.3217 0.0114 260 5.3331 0.0114 261 5.3445 0.0114 262. 5.3559 0.0114 263 5.3672 0.0113 264 5.3785 0.0113 265 5.3898 0.0113 266 5.4011 0.0113 267 5.4124 0.0113 268 5.4236 0.0112 269 5.4349 0.0112 270 5.4461 0.0112 271 5.4573 0.0112 272 5.4684 0.0112 273 5.4796 0.0112 274 5.4907 0.0111 275 5.5019 0.0111 276 5.5130 0.0111 277 5.5241 0.0111 278 5.5351 0.0111 279 5.5462 0.0110 280 5.5572 0.0110 281 5.5682 0.0110 282 5.5792 0.0110 283 5.5902 0.0110 284 5.6012 0.0110 285 5.6121 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 0.0042 0.0067 2 0.0109 0.0042 0.0067 3 0.0109 0.0043 0.0067 4 0.0110 0.0043 0.0067 5 0.0110 0.0043 0.0067 6 0.0110 0.0043 0.0067 7 0.0110 0.0043 0.0068 8 0.0111 0.0043 0.0068 9 0.0111 0.0043 0.0068 10 0.0111 0.0043 0.0068 11 0.0112 0.0043 0.0068 12 0.0112 0.0043 0.0068 13 0.0112 0.0044 0.0069 14 0.0112 0.0044 0.0069 15 0.0113 0.0044 0.0069 16 0.0113 0.0044 0.0069 17 0.0113 0.0044 0.0069 18 0.0113 0.0044 0.0069 19 0.0114 0.0044 0.0070 20 0.0114 0.0044 0.0070 21 0.0114 0.0044 0.0070 22 0.0115 0.0045 0.0070 23 0.0115 0.0045 0.0070 24 0.0115 0.0045 0.0070 25 0.0116 0.0045 0.0071 26 0.0116 0.0045 0.0071 27 0.0116 0.0045 0.0071 28 0.0116 0.0045 0.0071 29 0.0117 0.0045 0.0071 30 0.0117 0.0046 0.0072 31 0.0118 0.0046 0.0072 • 32 0.0118 0.0046 0.0072 33 0.0118 0.0046 0.0072 34 0.0118 0.0046 0.0072 35 0.0119 0.0046 0.0073 36 0.0119 0.0046 0.0073 37 0.0120 0.0046 0.0073 38 0.0120 0.0047 0.0073 39 0.0120 0.0047 0.0073 40 0.0120 0.0047 0.0074 41 0.0121 t 0.0047 0.0074 42 0.0121 0.0047 0.0074 43 0.0122 0.0047 0.0074 44 0.0122 0.0047 0.0074 45 0.0122 0.0048 0.0075 46 0.0123 0.0048 0.0075 47 0.0123 0.0048 0.0075 48 0.0123 0.0048 0.0075 49 0.0124 0.0048 0.0076 50 0.0124 0.0048 0.0076 51 0.0125 0.0048 0.0076 52 0.0125 0.0049 0.0076 53 0.0125 0.0049 0.0077 54 0.0126 0.0049 0.0077 55 0.0126 0.0049 0.0077 56 0.0126 0.0049 0.0077 57 0.0127 0.0049 0.0078 58 0.0127 0.0049 0.0078 59 0.0128 0.0050 0.0078 60 0.0128 0.0050 0.0078 61 0.0129 0.0050 0.0079 62 0.0129 0.0050 0.0079 63 0.0130 0.0050 0.0079 64 0.0130 0.0050 0.0079 65 0.0131 0.0051 0.0080 66 0.0131 0.0051 0.0080 67 0.0131 0.0051 0.0080 68 0.0132 0.0051 0.0081 69 0.0132 0.0051 0.0081 70 0.0133 0.0052 0.0081 71 0.0133 0.0052 0.0082 72 0.0134 0.0052 0.0082 73 0.0134 0.0052 0.0082 74 0.0135 0.0052 0.0082 75 0.0135 0.0053 0.0083 76 0.0136 0.0053 0.0083 77 0.0136 0.0053 0.0083 78 0.0137 0.0053 0.0084 79 0.0137 0.0053 0.0084 80 0.0138 0.0054 0.0084 81 0.0139 0.0054 0.0085 82 0.0139 0.0054 0.0085 83 0.0140 0.0054 0.0085 84 0.0140 0.0054 0.0086 85 0.0141 0.0055 0.0086 86 0.0141 0.0055 0.0086 87 0.0142 0.0055 0.0087 88 0.0142 0.0055 0.0087. • • 89 0.0143 0.0056 0.0088 90 0.0144 0.0056 0.0088 91 0.0144 0.0056 0.0088 92 0.0145 0.0056 0.0089 93 0.0146 0.0057 0.0089 94 0.0146 0.0057 0.0089 95 0.0147 0.0057 0.0090 96 0.0147 0.0057 0.0090 97 0.0148 0.0058 0.0091 98 0.0149 0.0058 0.0091 99 0.0150 0.0058 0.0092 100 0.0150 0.0058 0.0092 101 0.0151 0.0059 0.0092 102 0.0152 0.0059 0.0093 103 0.0153 0.0059 0.0093 104 0.0153 0.0060 0.0094 105 0.0154 0.0060 0.0094 106 0.0155 0.0060 0.0095 107 0.0156 0.0061 0.0095 108 0.0156 0.0061 0.0096 109 0.0157 0.0061 0.0096 110 0.0.158 0.0061 0.0097 111 0.0159 0.0062 0.0097 112 0.0160 0.0062 0.0098 113 0.0161 0.0063 0.0098 114 0.0162 0.0063 0.0099 115 0.0163 0.0063 0.0100 116 0.0163 0.0064 0.0100 117 0.0165 0.0064 0.0101 118 0.0165 0.0064 0.0101 119 0.0167 0.0065 0.0102 120 0.0167 0.0065 0.0102 121 0.0169 0.0066 0.0103 122 0.0169 0.0066 0.0104 123 0.0171 0.0066 0.0104 124 0.0172 0.0067 0.0105 125 0.0173 0.0067 0.0106 126 0.0174 0.0068 0.0106 127 0.0175 0.0068 0.0107 128 0.0176 0.0068 0.0108 129 0.0178 0.0069 0.0109 130 0.0179 0.0069 0.0109 131 0.01.80 0.0070 0.0110 132 0.0181 0.0070 0.0111 133 0.0183 0.0071 0.0112 134 0.0184 0.0071 0.0112 135 0.0186 0.0072 0.0114 136 0.0187 0.0073 0.0114 137 0.0189 0.0073 0.0115 138 0.0190 0.0074 0.0116 139 0.0192 0.0075 0.0117 140 0.0193 0.0075 0.0118 141 0.0195 0.0076 0.0119 142 0.0196 0.0076 0.0120 143 0.0199 0.0077 0.0121 144 0.0200 0.0078 0.0122 145 0.0199 0.0078 0.0122 • 146 0.0201 0.0078 0.0123 147 0.0203 0.0079 0.0124 148 0.0205 0.0080 0.0125 149 0.0208 0.0081 0.0127 150 0.0209 0.0081 0.0128 151 0.0212 0.0082 0.0130 152 0.0214 0.0083 0.0131 153 0.0217 0.0084 0.0132 154 0.0218 0.0085 0.0134 155 0.0222 0.0086 0.0136 156 0.0224 0.0087 0.0137 157 0.0227 0.0088 0.0139 158 0.0229 0.0089 0.0140 159 0.0233 0.0091 0.0143 160 0.0236 0.0092 0.0144 161 0.0240 0.0093 0.0147 162 0.0242 0.0094 0.0148 163 0.0247 0.0096 0.0151 164 0.0250 0.0097 0.0153 165 0.0255 0.0099 0.0156 166 0.0258 0.0100 0.0158 167 0.0264 0.0103 0.0161 168 0.0267 0.0104 0.0163 169 0.0274 0.0107 0.0168 170 0.0278 0.0108 0.0170 171 0.0285 0.0111 0.0174 172 0.0289 0.0112 0.0177 173 0.0298 0.0116 0.0182 174 0.0303 0.0118 0.0185 175 0.0313 0.0122 0.0191 176 0.0318 0.0124 0.0195 177 0.0330 0.0128 0.0202 178 0.0337 0.0131 0.0206 179 0.0351 0.0137 0.0215 180 0.0359 0.0140 0.0220 181 0.0377 0.0147 0.0231 182 0.0388 0.0151 0.0237 183 0.0411 0.0160 0.0251 184 0.0424 0.0165 0.0259 185 0.0335 0.0130 0.0205 186 0.0354 0.0137, 0.0216 187 0.0401 0.0156 0.0245 188 .0.0433 0.0168 0.0265 189 0.0522 0.0203 0.0319 190 0.0589 0.0229 0.0360 191 0.0842 0.0298 0.0544 192 0.1157 0.0298 0.0860 193 0.3622 0.0298 0.3325 194 0.0686 0.0266 0.0419 195 0.0472 0.0183 0.0288 196 0.0376 0.0146 0.0230 197 0.0439 0.0171 0.0269 198 0.0399 0.0155 0.0244 199 0.0368 0.0143 0.0225 200 0.0344 0.0134 0.0210 201 0.0324 0.0126 0.0198 202 0.0308 0.0120 0.0188 • 203 0.0294 0.0114 0.0180 204 0.0281 0.0109 0.0172 205 0.0270 0.0105 0.0165 206 0.0261 0.0101 0.0159 207 0.0252 0.0098 0.0154 208 0.0245 0.0095 0.0150 209 0.0238 0.0092 0.0145 210 0.0231 0.0090 0.0141 211 0.0225 0.0088 0.0138 212 0.0220 0.0086 0.0135 213 0.0215 0.0084 0.0132 214 0.0210 0.0082 0.0129 215 0.0206 0.0080 0.0126 216 0.0202 0.0079 0.0124 217 0.0201 0.0078 0.0123 218 0.0197 0.0077 0.0121 219 0.0194 0.0075 0.0119 220 0.0191 0.0074 0.0117 221 0.0188 0.0073 0.0115 222 0.0185 0.0072 0.0113 223 0.0182 0.0071 0.0111 224 0.0180 0.0070 0.0110 225 0.0177 0.0069 0.0108 226 0.0175 0.0068 0.0107 227 0.0172 0.0067 0.0105 228 0.0170 0.0066 0.0104 229 0.0168 0.0065 0.0103 230 0.0166 0.0065 0.0101 231 0.0164 0.0064 0.0100 232 0.0162 0.0063 0.0099 233 0.0160 0.0062 0.0098 234 0.0159 0.0062 0.0097 235 0.0157 0.0061 0.0096 236 0.0155 0.0060 0.0095 237 0.0154 0.0060 0.0094 238 0.0152 0.0059 0.0093 239 0.0151 0.0059 0.0092 240 0.0149 0.0058 0.0091 241 0.0148 0.0057 0.0090 242 0.0147 0.0057 0.0090 243 0.0145 0.0056 0.0089 244 0.0144 0.0056 0.0088 245 0.0143 0.0055 0.0087 246 0.0142 0.0055 0.0087. 247 0.0140 0.0055 0.0086 248 0.0139 0.0054 0.0085 249 0.0138 0.0054 0.0084 250 0.0137 0.0053 0.0084 251 0.0136 0.0053 0.0083 252 0.0135 0.0052 0.0083 253 0.0134 0.0052 0.0082 254 0.0133 0.0052 0.0081 255 0.0132 0.0051 0.0081 256 0.0131 0.0051 0.0080 257 0.0130 0.0051 0.0080 258 0.0129 0.0050 0.0079 259 0.0128 0.0050 0.0079 • • 260 0.0128 0.0050 0.0078 261 0.0127 0.0049 0.0077 262 0.0126 0.0049 0.0077 263 0.0125 0.0049 0.0077 264 0.0124 0.0048 0.0076 265 0.0124 0.0048 0.0076 266 0.0123 0.0048 0.0075 267 0.0122 0.0047 0.0075 268 0.0121 0.0047 0.0074 269 0.0121 0.0047 0.0074 270 0.0120 0.0047 0.0073 271 0.0119 0.0046 0.0073 272 0.0119 0.0046 0.0073 273 0.0118 0.0046 0.0072 274 0.0117 0.0046 0.0072 275 0.0117 0.0045 0.0071 276 0.0116 0.0045 0.0071 277 0.0115 0.0045 0.0071 278 0.0115 0.0045 0.0070 279 0.0114 0.0044 0.0070 280 0.0114 0.0044 0.0069 281 0.0113 0.0044 0.0069 282 0.0112 0.0044 0.0069 283 0.0112 0.0044 0.0068 284 0.0111 0.0043 0.0068 285 0.0111 0.0043 0.0068 286 0.0110 0.0043 0.0067 287 0.0110 0.0043 0.0067 288 0.0109 0.0042 0.0067 Total soil rain loss = 2.06(In) Total effective rainfall = 3.58(In) Peak flow rate in flood hydrograph = 55.04(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 15.0 30.0 45.0 60.0 0+ 5 0.0008 0.11 Q 0+10 0.0058 0.73 Q 0+15 0.0170 1.62 VQ 0+20 0.0310 2.03 VQ 0+25 0.0458 2.16 VQ 0+30 0.0609 2.19 VQ 0+35 0.0762 2.22 VQ 0+40 0.0915 2.22 VQ 0+45 0.1069 2.23 VQ 0+50 0.1223 2.23 VQ 0+55 0.1377 2.24 VQ 1+ 0 0.1532 2.25 VQ 1+ 5 0.1687 2.25 VQ r 1+10 0.1842 2.26 VQ 1+15 0.1998 2.26 VQ 1+20 0.2154 2.27 Q 1+25 0.2311 2.27 Q 1+30 0.2468 2.28 Q 1+35 0.2625 2.29 Q 1+40 0.2783 2.29 Q 1+45 0.2941 2.30 Q 1+50 0.3100 2.30 Q 1+55 0.3259 2.31 Q 2+ 0 0.3418 2.31 Q 2+ 5 0.3578 2.32 Q 2+10 0.3738 2.33 Q 2+15 0.3899 2.33 Q 2+20 0.4060 2.34 Q 2+25 0.4221 2.35 QV 2+30 0.4383 2.35 QV 2+35 0.4546 2.36 QV 2+40 0.4709 2.36 QV 2+45 0.4872 2.37 QV 2+50 0.5036 2.38 QV 2+55 0.5200 2.38 QV 3+ 0 0.5364 2.39 QV 3+ 5 0.5530 2.40 QV 3+10 0.5695 2.40 QV 3+15 0.5861 2.41 QV 3+20 0.6028 2.42 QV 3+25 0.6195 2.43 Q V 3+30 0.6362 2.43 Q V 3+35 0.6530 2.44 Q V 3+40 0.6699 2.45 Q V 3+45 0.6868 2.45 Q V 3+50 0.7037 2.46 Q V 3+55 0.7207 2.47 Q V 4+ 0 0.7378 2.48 Q V 4+ 5 0.7549 2.48 Q V 4+10 0.7720 2.49 Q V 4+15 0.7892 2.50 Q V 4+20 0.8065 2.51 Q V 4+25 0.8238 2.51 Q V 4+30 0.8412 2.52 Q V 4+35 0.8586 2.53 Q V 4+40 0.8761 2.54 Q V 4+45 0.8936 2.55 Q V 4+50 0.9112 2.55 Q V 4+55 0.9289 2.56 Q V 5+ 0 0.9466 2.57 Q V 5+ 5 0.9643 2.58 Q V 5+10 0.9822 2.59 Q V 5+15 1.0000 2.60 Q V 5+20 1.0180 2.61 Q V 5+25 1.0360 2.61 Q V 5+30 1.0541 2.62 Q V 5+35 1.0722 2.63 Q V 5+40 1.0904 2.64 Q V 5+45 1.1087 2.65 Q V 5+50 1.1270 2.66 Q V • 5+55 1.1454 2.67 Q V 6+ 0 1.1638 2.68 Q V 6+ 5 1.1824 2.69 Q V 6+10 1.2010 2.70 Q V 6+15 1.2196 2.71 Q V 6+20 1.2384 2.72 Q V 6+25 1.2572 2.73 Q V 6+30 1.2760 2.74 Q V 6+35 1.2950 2.75 Q V 6+40 1.3140 2.76 Q V 6+45 1.3331 2.77 Q V 6+50 1.3523 2.78 Q V 6+55 1.3715 2.79 Q V 7+ 0 1.3908 2.81 Q V 7+ 5 1.4102 2.82 Q V 7+10 1.4297 2.83 Q V 7+15 1.4493 2.84 Q V 7+20 1.4689 2.85 Q V 7+25 1.4886 2.86 Q V 7+30 1.5084 2.88 Q V 7+35 1.5283 2.89 Q V 7+40 1.5483 2.90 Q V 7+45 1.5684 2.91 Q V 7+50 1.5885 2.93 Q V 7+55 1.6088 2.94 Q V 8+ 0 1.6291 2.95 Q V 8+ 5 1.6495 2.97 Q V 8+10 1.6700 2.98 Q V 8+15 1.6907 2.99 Q V 8+20 1.7114 3.01 Q V 8+25 1.7322 3.02 Q V 8+30 1.7531 3.04 Q V 8+35 1.7741 3.05 Q V 8+40 1.7952 3.07 Q V 8+45 1.8164 3.08 Q V 8+50 1.8377 3.10 Q V 8+55 1.8592 3.11 Q V 9+ 0 1.8807 3.13 Q V 9+ 5 1.9023 3.14 Q V 9+10 1.9241 3.16 Q V 9+15 1.9460 3.18 Q V 9+20 1.9680 3.19 Q V 9+25 1.9901 3.21 Q V 9+30 2.0123 3.23 Q V 9+35 2.0347 3.25 Q V 9+40 2.0572 3.26 Q V 9+45 2.0798 3.28 Q V 9+50 2.1025 3.30 Q V 9+55 2.1254 3.32 Q V 10+ 0 2.1484 3.34 Q V 10+ 5 2.1715 3.36 Q V 10+10 2.1948 3.38 Q V 10+15 2.2183 3.40 Q V 10+20 2.2418 3.42 Q IV 10+25 2.2656 3.45 Q IV 10+30 2.2895 3.47 Q IV 10+35 2.3135 3.49 Q IV • • • 10+40 2.3377 3.51 Q 10+45 2.3620 3.54 Q 10+50 2.3866 3.56 Q 10+55 2.4113 3.59 Q 11+ 0. 2.4361 3.61 Q 11+ 5 2.4612 3.64 Q 11+10 2.4864 3.66 Q 11+15 2.5118 3.69 Q 11+20 2.5374 3.72 Q 11+25 2.5632 3.75 Q 11+30 2.5892 3.78 Q 11+35 2.6155 3.81 Q 11+40 2.6419 3.84 Q 11+45 2.6685 3.87 Q 11+50 2.6954 3.90 Q 11+55 2.7225 3.93 Q 12+ 0 2.7498 3.97 Q 12+ 5 2.7774 4.00 Q 12+10 2.8051 4.02 Q 12+15 2.8328 4.04 Q 12+20 2.8608 4.06 Q 12+25 2.8891 4.10 Q 12+30 2.9176 4.14 Q 12+35 2.9464 4.18 Q 12+40 2.9755 4.23 Q 12+45 3.0049 4.27 Q 12+50 3.0347 4.32 Q 12+55 3.0647 4.37 Q 13+ 0 3.0952 4.42 Q 13+ 5 3.1260 4.47 Q 13+10 3.1571 4.53 Q 13+15 3.1887 4.58 Q 13+20 3.2206 4.64 Q 13+25 3.2530 4.70 Q 13+30 3.2859 4.77 Q 13+35 3.3192 4.84 Q 13+40 3.3529. 4.90 Q 13+45 3.3872 4.98 Q 13+50 3.4221 5.06 Q 13+55 3.4575 5.14 Q 14+ 0 3.4934 5.22 Q 14+ 5 3.5300 5.32 Q 14+10 3.5673 5.41 Q 14+15 3.6053 5.52 Q 14+20 3.6441 5.63 Q 14+25 3.6837 5.75 Q 14+30 3.7241 5.87 Q 14+35 3.7654 6.00 Q 14+40 3.8077 6.14 Q 14+45 3.8511 6.30 Q 14+50 3.8956 6.46 Q 14+55 3.9414 6.65 Q 15+ 0 3.9886 6.85 Q 15+ 5 4.0373 7.07 Q 15+10 4.0877 7.31 Q 15+15 4.1400 7.59 Q 15+20 4.1944 7.90 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 • • • 15+25 4.2504 8.14 Q 15+30 4.3046 7.87 Q 15+35 4.3554 7.38 Q 15+40 4.4072 7.52 Q 15+45 4.4634 8.16 Q 15+50 4.5266 9.17 Q 15+55 4.6006 10.74 Q 16+ 0 4.6964 13.92 Q 16+ 5 4.8607 23.85 16+10 5.1863 47.28 16+15 5.5653 55.04 16+20 5.7793 31.07 16+25 5.8875 15.70 16+30 5.9576 10.19 Q 16+35 6.0222 9.38 Q 16+40 6.0774 8.02 Q 16+45 6.1288 7.46 Q 16+50 6.1769 6.98 Q 16+55 6.2222 6.58 Q 17+ 0 6.2652 6.24 Q 17+ 5 6.3062 5.95 Q 17+10 6.3454 5.70 Q 17+15 6.3831 5.47 Q 17.+20 6.4194 5.28 Q 17+25 6.4546 5.10 Q 17+30 6.4886 4.95 Q 17+35 6.5217 4.80 Q 17+40 6.5539 4.67 Q 17+45 6.5853 4.56 Q 17+50 6.6159 4.45 Q 17+55 6.6458 4.34 Q 18+ 0 6.6751 4.25 Q 18+ 5 6.7038 4.17 Q 18+10 6.7320 4.10 Q 18+15 6.7599 4.04 Q 18+20 6.7873 3.98 Q 18+25 6.8143 3.92 Q 18+30 6.8408 3.85 Q 18+35 6.8669 3.79 Q 18+40 6.8926 3.73 Q 18+45 6.9180 3.68 Q 18+50 6.9429 3.62 Q 18+55 6.9675 3.57 Q 19+ 0 6.9918 3.53 Q 19+ 5 7.0158 3.48 Q 19+10 7.0394 3.43 Q 19+15 7.0628 3.39 Q 19+20 7.0859 3.35 Q 19+25 7.1087 3.31 Q 19+30 7.1312 3.27 Q 19+35 7.1535 3.24 Q 19+40 7.1756 3.20 Q 19+45 7.1974 3.17 Q 19+50 7.2190 3.14 Q 19+55 7.2403 3.10 Q 20+ 0 7.2615 3.07 Q 20+ 5 7.2825 3.04 Q 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 V V V V V V V V V V V V V V V V V V V V V V V V V V V • 20+10 7.3032 3.01 Q 20+15 7.3238 2.99 Q 20+20 7.3442 2.96 Q 20+25 7.3644 2.93 Q 20+30 7.3844 2.91 Q 20+35 7.4042 2.88 Q 20+40 7.4239 2.86 Q 20+45 7.4434 2.83 Q 20+50 7.4628 2.81 Q 20+55 7.4820 2.79 Q 21+ 0 7.5011 2.77 Q 21+ 5 7.5200 2.75 Q 21+10 7.5387 2.72 Q 21+15 7.5574 2.70 Q 21+20 7.5759 2.68 Q 21+25 7.5942 2.67 Q 21+30 7.6124 2.65 Q 21+35 7.6305 2.63 Q 21+40 7.6485 2.61 Q 21+45 7.6664 2.59 Q 21+50 7.6841 2.58 Q 21+55 7.7017 2.56 Q 22+ 0 7.7192 2.54 Q 22+ 5 7.7366 2.53 Q 22+10 7.7539 2.51 Q 22+15 7.7711 2.49 Q 22+20 7.7882 2.48 Q 22+25 7.8052 2.46 Q 22+30 7.8220 2.45 Q 22+35 7.8388 2.44 Q 22+40 7.8555 2.42 Q 22+45 7.8721 2.41 Q 22+50 7.8885 2.39 Q 22+55 7.9049 2.38 Q 23+ 0 7.9213 2.37 Q 23+ 5 7.9375 2.35 Q 23+10 7.9536 2.34 Q 23+15 7.9696 2.33 Q 23+20 7.9856 2.32 Q 23+25 8.0015 2.31 Q 23+30 8.0173 2.29 Q 23+35 8.0330 2.28 Q 23+40 8.0486 2.27 Q 23+45 8.0642 2.26 Q 23+50 8.0797 2.25 Q 23+55 8.0951 2.24 Q 24+ 0 8.1104 2.23 Q 24+ 5 8.1249 2.10 Q 24+10 8.1351 1.48 Q 24+15 8.1391 0.59 Q 24+20 8.1403 0.17 Q 24+25 8.1406 0.05 Q 24+30 8.1408 0.02 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 • 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 11/07/11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 Tr. 18676 Ultimate Developed Condition 2 Year Storm 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 27.30 1 0.98 Rainfall data for year 2 27.30 6 1.75 Rainfall data for year 2 27.30 24 3.30 Rainfall data for year 100 27.30 1, 1.49 Rainfall data for year 100 27.30 6 3.85 Rainfall data for year 100 27.30 24 9.00 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm SCS curve No.(AMCII) 32.0 .32.0 32.0 SCS curve NO.(AMC 3) 52.0 52.0 52.0 Area (Ac.) 14.60 7.70 5.00 ******** Area Fraction 0.535 0.282 0.183 Fp(Fig C6) Ap Fm (In/Hr) (dec.) (In/Hr) 0.785 0.500 0.393 0.785 0.600 0.471 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.357 ********* Area -Averaged low loss rate fraction, Yb ********** Area (Ac.) 7.30 7.30 Area Fract 0.267 0.267 4.62 0.169 3.08 0.113 0.50 0.018 4.50 0.165 SCS CN (AMC2) 32.0 98.0 SCS CN (AMC3) 52.0 98.0 32.0 52.0 98.0 98.0 32.0 52.0 98.0 98.0 S Pervious Yield Fr 9.23 0.060 0.20 0.929 9.23 0.060 0.20 0.929 9.23 0.060 0.20 0.929 Area -averaged catchment yield fraction, Y = 0.534 Area -averaged low loss fraction, Yb = 0.466 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 27.30(Ac.) Catchment Lag time = 0.164 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.8130 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.357(In/Hr) Average low loss rate fraction (Yb) = 0.466 (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 27.30(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 30-minute factor = 0.999 1-hour factor = 0.999 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted rainfall = 0.230(In) Adjusted rainfall = 0.472(In) Adjusted rainfall = 0.623(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 = 330.16 (CFS)) 1 4.721 15.586 2 30.727 85.862 3 70.062 129.868 4 90.587 67.765 5 97.250 22.000 6 98.831 5.217 7 100.000 3.861 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2305 0.2305 2 0.3041 0.0736 3 0.3577 0.0535 4 0.4013 0.0436 5 0.4387 0.0375 6 0.4719 0.0332 7 0.5020 0.0300 8 0.5295 0.0275 9 0.5550 0.0255 10 0.5789 0.0239 11 0.6014 0.0225 12 0.6227 0.0213 13 0.6522 0.0294 14 0.6807 0.0285 15 0.7083 0.0276 16 0.7352 0.0269 17 0.7613 0.0262 18 0.7869 0.0255 19 0.8118 0.0249 20 0.8362 0.0244 21 0.8601 0.0239 22 0.8835 0.0234 23 0.9064 0.0230 24 0.9289 0.0225 25 0.9511 0.0221 26 0.9728 0.0218 27 0.9943 0.0214 28 1.0153 0.0211 29 1.0361 0.0208 30 1.0566 0.0205 31 1.0768 0.0202 32 1.0967 0.0199 33 1.1163 0.0196 34 1.1357 0.0194 35 1.1549 0.0192 36 1.1738 0.0189 37 1.1925 0.0187 38 1.2109 0.0185 39 1.2292 0.0183 • 40 1.2472 0.0181 41 1.2651 0.0179 42 1.2828 0.0177 43 1.3003 0.0175 44 1.3176 0.0173 45 1.3348 0.0172 46 1.3518 0.0170 47 1.3687 0.0169 48 1.3854 0.0167 49 1.4019 0.0166 50 1.4183 0.0164 51 1.4346 0.0163 52 1.4507 0.0161 53 1.4667 0.0160 54 1.4826 0.0159 55 1.4984 0.0158 56 1.5140 0.0156 57 1.5295 0.0155 58 1.5449 0.0154 59 1.5602 0.0153 60 1.5754 0.0152 61 1.5905 0.0151 62 1.6054 0.0150 63 1.6203 0.0149 64 1.6351 0.0148 65 1.6497 0.0147 66 1.6643 0.0146 67 1.6788 0.0145 68 1.6932 0.0144 69 1.7075 0.0143 70 1.7217 0.0142 71 1.7358 0.0141 72 1.7499 0.0140 73 1.7609 0.0111 74 1.7719 0.0110 75 1.7828 0.0109 76 1.7937 0.0108 77 1.8044 0.0108 78 1.8151 0.0107 79 1.8257 0.0106 80 1.8363 0.0105 81 1.8467 0.0105 82 1.8571 0.0104 83 1.8675 0.0103 84 1.8777 0.0103 85 1.8879 0.0102 86 1.8981 0.0101 87 1.9081 0.0101 88 1.9181 0.0100 89 1.9281 0.0099 90 1.9380 0.0099 91 1.9478 0.0098 92 1.9576 0.0098 93 1.9673 0.0097 94 .1.9769 0.0097 95 1.9865 0.0096 96 1.9961 0.0095 97 2.0055 0.0095 98 2.0150 0.0094 99 2.0244 0.0094 100 2.0337 0.0093 101 2.0430 0.0093 102 2.0522 0.0092 103 2.0614 0.0092 104 2.0705 0.0091 105 2.0796 0.0091 106 2.0886 0.0090 107 2.0976 0.0090 108 2.1066 0.0089 109 2.1155 0.0089 110 2.1243 0.0089 111 2.1332 0.0088 112 2.1419 0.0088 113 2.1507 0.0087 114 2.1594 0.0087 115 2.1680 0.0086 116 2.1766 0.0086 117 2.1852 0.0086 118 2.1937 0.0085 119 2.2022 0.0085 120 2.2106 0.0084 121 2.2190 0.0084 122 2.2274 0.0084 123 2.2358 0.0083 124 2.2441 0.0083 125 2.2523 0.0083 126 2.2605 0.0082 127 2.2687 0.0082 128 2.2769 0.0082 129 2.2850 0.0081 130 2.2931 0.0081 131 2.3012 0.0081 132 2.3092 0.0080 133 2.3172 0.0080 134 2.3251 0.0080 135 2.3331 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 2.4030 0.0077 145 2.4106 I 0.0076 146 2.4182 0.0076 147 2.4258 0.0076 148 2.4333 0.0075 149 2.4408 0.0075 150 2.4483 0.0075 151 2.4557 0.0075 152 2.4632 0.0074 153 2.4706 0.0074 154 2.4780 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 2.5217 0.0072 161 2.5289 0.0072 162 2.5360 0.0072 163 2.5432 0.0072 164 2.5503 0.0071 165 2.5574 0.0071 166 2.5645 0.0071 167 2.5716 0.0071 168 2.5786 0.0070 169 2.5856 0.0070 170 2.5926 0.0070 171 2.5996 0.0070 172 2.6065 0.0069 173 2.6134 0.0069 174 2.6203 0.0069 175 2.6272 0.0069 176 2.6341 0.0069 177 2.6409 0.0068 178 2.6477 0.0068 179 2.6545 0.0068 180 2.6613 0.0068 181 2.6681 0.0068 182 2.6748 0.0067 183 2.6815 0.0067 184 2.6882 0.0067 185 2.6949 0.0067 186 2.7015 0.0067 187 2.7082 0.0066 188 2.7148 0.0066 189 2.7214 0.0066 190 2.7280 0.0066 191 2.7345 0.0066 192 2.7411 0.0065 193 2.7476 0.0065 194 2.7541 0.0065 195 2.7606 0.0065 196 2.7671 0.0065 197 2.7735 0.0065 198 2.7799 0.0064 199 2.7864 0.0064 200 2.7928 0.0064 201 2.7991 0.0064 202 2.8055 0.0064 203 2.8119 0.0063 204 2.8182 0.0063 205 2.8245 0.0063 206 2.8308 0.0063 207 2.8371 0.0063 208 2.8433 0.0063 209 2.8496 0.0062 210 2.8558 0.0062 211 2.8620 0.0062 212 2.8682 0.0062 213 2.8744 0.0062 214 2.8806 0.0062 215 2.8867 0.0062 216 2.8929 0.0061 217 2.8990 0.0061 218 2.9051 0.0061 219 2.9112 0.0061 220 2.9173 0.0061 221 2.9233 0.0061 222 2.9294 0.0060 223 2.9354 0.0060 224 2.9414 0.0060 225 2.9474 0.0060 226 2.9534 0.0060 227 2.9594 0.0060 228 2.9653 0.0060 229 2.9713 0.0059 230 2.9772 0.0059 231 2.9831 0.0059 232 2.9890 0.0059 233 2.9949 0.0059 234 3.0008 0.0059 235 3.0066 0.0059 236 3.0125 0.0058 237 3.0183 0.0058 238 3.0242 0.0058 239 3.0300 0.0058 240 3.0358 0.0058 241 3.0415 0.0058 242 3.0473 0.0058 243 3.0531 0.0058 244 3.0588 0.0057 245 3.0645 0.0057 246 3.0702 0.0057 247 3.0760 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 3.1435 0.0056 260 3.1490 0.0055 261 3.1545 0.0055 262 3.1601 0.0055 263 3.1656 0.0055 264 3.1711 0.0055 265 3.1766 0.0055 266 3.1821 0.0055 267 3.1875 0.0055 • 268 3.1930 0.0055 269 3.1984 0.0054 270 3.2039 0.0054 271 3.2093 0.0054 272 3.2147 0.0054 273 3.2201 0.0054 274 3.2255 0.0054 275 3.2309 0.0054 276 3.2362 0.0054 277 3.2416 0.0054 278 3.2470 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 3.2894 0.0053 287 3.2946 0.0053 288 3.2999 0.0052 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In). 1 0.0052 0.0024 0.0028 2 0.0053 0.0025 0.0028 3 0.0053 0.0025 0.0028 4 0.0053 0.0025 0.0028 5 0.0053 0.0025 0.0028 6 0.0053 0.0025 0.0028 7 0.0053 0.0025 0.0029 8 0.0053 0.0025 0.0029 9 0.0054 0.0025 0.0029 10 0.0054 0.0025 0.0029 11 0.0054 0.0025 0.0029 12 0.0054 0.0025 0.0029 13 0.0054 0.0025 0.0029 14 0.0054 0.0025 0.0029 15 0.0055 0.0025 0.0029 16 0.0055 0.0026 0.0029 17 0.0055 0.0026 0.0029 18 0.0055 0.0026 0.0029 19 0.0055 0.0026 0.0030 20 0.0055 0.0026 0.0030 21 0.0056 0.0026 0.0030 22 0.0056 0.0026 0.0030 23 0.0056 0.0026 0.0030 24 0.0056 0.0026 0.0030 25 0.0056 0.0026 0.0030 26 0.0057 0.0026 0.0030 27 0.0057 0.0026 0.0030 28 0.0057 0.0027 0.0030 29 0.0057 0.0027 0.0031 30 0.0057 0.0027 0.0031 31 0.0058 0.0027 0.0031 • 32 0.0058 0.0027 0.0031 33 0.0058 0.0027 0.0031 34 0.0058 0.0027 0.0031 35 0.0058 0.0027 0.0031 36 0.0058 0.0027 0.0031 37 0.0059 0.0027 0.0031 38 0.0059 0.0027 0.0031 39 0.0059 0.0028 0.0032 40 0.0059 0.0028 0.0032 41 0.0060 0.0028 0.0032 42 0.0060 0.0028 0.0032 43 0.0060 0.0028 0.0032 44 0.0060 0.0028 0.0032 45 0.0060 0.0028 0.0032 46 0.0061 0.0028 0.0032 47 0.0061 0.0028 0.0033 48 0.0061 0.0028 0.0033 49 0.0061 0.0029 0.0033 50 0.0062 0.0029 0.0033 51 0.0062 0.0029 0.0033 52 0.0062 0.0029 0.0033 53 0.0062 0.0029 0.0033 54 0.0062 0.0029 0.0033 55 0.0063 0.0029 0.0034 56 0.0063 0.0029 0.0034 57 0.0063 0.0030 0.0034 58 0.0063 0.0030 0.0034 59 0.0064 0.0030 0.0034 60 0.0064 0.0030 0.0034 61 0.0064 0.0030 0.0034 62 0.0065 0.0030 0.0034 63 0.0065 0.0030 0.0035 64 0.0065 0.0030 0.0035 65 0.0065 0.0030 0.0035 66 0.0066 0.0031 0.0035 67 0.0066 0.0031 0.0035 68 0.0066 0.0031 0.0035 69 0.0067 0.0031 0.0036 70 0.0067 0.0031 0.0036 71 0.0067 0.0031 0.0036 72 0.0067 0.0031 0.0036 73 0.0068 0.0032 0.0036 74 0.0068 0.0032 0.0036 75 0.0068 0.0032 0.0037 76 0.0069 0.0032 0.0037 77 0.0069 0.0032 0.0037 78 0.0069 0.0032 0.0037 79 0.0070 0.0032 0.0037 80 0.0070 0.0033 0.0037 81 0.0070 0.0033 0.0038 82 0.0071 0.0033 0.0038 83 0.0071 0.0033 0.0038 84 0.0071 0.0033 0.0038 85 0.0072 0.0033 0.0038 86 0.0072 0.0034 0.0038 87 0.0072 0.0034 0.0039 88 0.0073 0.0034 0.0039 • 89 0.0073 0.0034 0.0039 90 0.0074 0.0034 0.0039 91 0.0074 0.0035 0.0040 92 0.0074 0.0035 0.0040 93 0.0075 0.0035 0.0040 94 0.0075 0.0035 0.0040 95 0.0076 0.0035 0.0040 96 0.0076 0.0035 0.0041 97 0.0077 0.0036 0.0041 98 0.0077 0.0036 0.0041 99 0.0077 0.0036 0.0041 100 0.0078 0.0036 0.0041 101 0.0078 0.0036 0.0042 102 0.0079 0.0037 0.0042 103 0.0079 0.0037 0.0042 104 0.0080 0.0037 0.0042 105 0.0080 0.0037 0.0043 106 0.0081 0.0038 0.0043 107 0.0081 0.0038 0.0043 108 0.0082 0.0038 0.0044 109 0.0082 0.0038 0.0044 110 0.0083 0.0039 0.0044 111 0.0083 0.0039 0.0045 112 0.0084 0.0039 0.0045 113 0.0084 0.0039 0.0045 114 0.0085 0.0040 0.0045 115 0.0086 0.0040 0.0046 116 0.0086 0.0040 0.0046 117 0.0087 0.0040 0.0046 118 0.0087 0.0041 0.0047 119 0.0088 0.0041 0.0047 120 0.0089 0.0041 0.0047 121 0.0089 0.0042 0.0048 122 0.0090 0.0042 0.0048 123 0.0091 0.0042 0.0049 124 0.0091 0.0043 0.0049 125 0.0092 0.0043 0.0049 126 0.0093 0.0043 0.0050 127 0.0094 0.0044 0.0050 128 0.0094 0.0044 0.0050 129 0.0095 0.0044 0.0051 130 0.0096 0.0045 0.0051 131 0.0097 0.0045 0.0052 132 0.0098 0.0046 0.0052 133 0.0099 0.0046 0.0053 134 0.0099 0.0046 0.0053 135 0.0101 0.0047 0.0054 136 0.0101 0.0047 0.0054 137 0.0103 0.0048 0.0055 138 0.0103 0.0048 0.0055 139 0.0105 0.0049 0.0056 140 0.0105 0.0049 0.0056 141 0.0107 0.0050 0.0057 142 0.0108 0.0050 0.0057 143 0.0109 0.0051 0.0058 144 0.0110 0.0051 0.0059 145 0.0140 0.0065 0.0075 • 146 0.0141 0.0066 0.0075 147 0.0143 0.0067 0.0076 148 0.0144 0.0067 0.0077 149 0.0146 0.0068 0.0078 150 0.0147 0.0068 0.0078 151 0.0149 0.0069 0.0079 152 0.0150 0.0070 0.0080 153 0.0152 0.0071 0.0081 154 0.0153 0.0071 0.0082 155 0.0155 0.0072 0.0083 156 0.0156 0.0073 0.0083 157 0.0159 0.0074 0.0085 158 0.0160 0.0075 0.0085 159 0.0163 0.0076 0.0087 160 0.0164 0.0076 0.0088 161 0.0167 0.0078 0.0089 162 0.0169 0.0079 0.0090 163 0.0172 0.0080 0.0092 164 0.0173 0.0081 0.0093 165 0.0177 0.0082 0.0094 166 0.0179 0.0083 0.0095 167 0.0183 0.0085 0.0097 168 0.0185 0.0086 0.0099 169 0.0189 0.0088 0.0101 170 0.0192 0.0089 0.0102 171 0.0196 0.0092 0.0105 172 0.0199 0.0093 0.0106 173 0.0205 0.0095 0.0109 174 0.0208 0.0097 0.0111 175 0.0214 0.0100 0.0114 176 0.0218 0.0101 0.0116 177 0.0225 0.0105 0.0120 178 0.0230 0.0107 0.0123 179 0.0239 0.0111 0.0127 180 0.0244 0.0114 0.0130 181 0.0255 0.0119 0.0136 182 0.0262 0.0122 0.0140 183 0.0276 0.0129 0.0148 184 0.0285 0.0133 0.0152 185 0.0213 0.0099 0.0114 186 0.0225 0.0105 0.0120 187 0.0255 0.0119 0.0136 188 0.0275 0.0128 0.0147 189 0.0332 0.0155 0.0177 190 0.0375 0.0175 0.0200 191 0.0535 0.0250 0.0286 192 0.0736 0.0298 0.0439 193 0.2305 0.0298 0.2007 194 0.0436 0.0203 0.0233 195 0.0300 0.0140 0.0160 196 0.0239 0.0111 0.0128 197 0.0294 0.0137 0.0157 198 0.0269 0.0125 0.0143 199 0.0249 0.0116 0.0133 200 0.0234 0.0109 0.0125 201 0.0221 0.0103 0.0118 202 0.0211 0.0098 0.0113 203 0.0202 0.0094 0.0108 204 0.0194 0.0090 0.0104 205 0.0187 0.0087 0.0100 206 0.0181 0.0084 0.0096 207 0.0175 0.0082 0.0093 208 0.0170 0.0079 0.0091 209 0.0166 0.0077 0.0088 210 0.0161 0.0075 0.0086 211 0.0158 0.0073 0.0084 212 0.0154 0.0072 0.0082 213 0.0151 0.0070 0.0080 214 0.0148 0.0069 0.0079 215 0.0145 0.0067 0.0077 216 0.0142 0.0066 0.0076 217 0.0111 0.0052 0.0059 218 0.0108 0.0051 0.0058 219 0.0106 0.0049 0.0057 220 0.0104 0.0048 0.0056 221 0.0102 0.0048 0.0054 222 0.0100 0.0047 0.0053 223 0.0098 0.0046 0.0052 224 0.0097 0.0045 0.0052 225 0.0095 0.0044 0.0051 226 0.0093 0.0043 0.0050 227 0.0092 0.0043 0.0049 228 0.0090 0.0042 0.0048 229 0.0089 0.0042 0.0048 230 0.0088 0.0041 0.0047 231 0.0086 0.0040 0.0046 232 0.0085 0.0040 0.0046 233 0.0084 0.0039 0.0045 234 0.0083 0.0039 0.0044 235 0.0082 0.0038 0.0044 236 0.0081 0.0038 0.0043 237 0.0080 0.0037 0.0043 238 0.0079 0.0037 0.0042 239 0.0078 0.0036 0.0042 240 0.0077 0.0036 0.0041 241 0.0076 0.0036 0.0041 242 0.0075 0.0035 0.0040 243 0.0075 0.0035 0.0040 244 0.0074 0.0034 0.0039 245 0.0073 0.0034 0.0039 246 0.0072 0.0034 0.0039 247 0.0072 0.0033 0.0038 248 0.0071 0.0033 0.0038 249 0.0070 0.0033 0.0037 250 0.0069 0.0032 0.0037 251 0.0069 0.0032 0.0037 252 0.0068 0.0032 0.0036 253 0.0068 0.0031 0.0036 254 0.0067 0.0031 0.0036 255 0.0066 0.0031 0.0035 256 0.0066 0.0031 0.0035 257 0.0065 0.0030 0.0035 258 0.0065 0.0030 0.0035 259 0.0064 0.0030 0.0034 • • 260 0.0064 0.0030 0.0034 261 0.0063 0.0029 0.0034 262 0.0063 0.0029 0.0033 263 0.0062 0.0029 0.0033 264 0.0062 0.0029 0.0033 265 0.0061 0.0029 0.0033 266 0.0061 0.0028 0.0032 267 0.0060 0.0028 0.0032 268 0.0060 0.0028 0.0032 269 0.0059 0.0028 0.0032 270 0.0059 0.0028 0.0032 271 0.0059 0.0027 0.0031 272 0.0058 0.0027 0.0031 273 0.0058 0.0027 0.0031 274 0.0057 0.0027 0.0031 275 0.0057 0.0027 0.0030 276 0.0057 0.0026 0.0030 277 0.0056 0.0026 0.0030 278 0.0056 0.0026 0.0030 279 0.0056 0.0026 0.0030 280 0.0055 0.0026 0.0029 281 0.0055 0.0026 0.0029 282 0.0055 0.0025 0.0029 283 0.0054 0.0025 0.0029 284 0.0054 0.0025 0.0029 285 - 0.0054 0.0025 0.0029 286 0.0053 0.0025 0.0028 287 0.0053 0.0025 0.0028 288 0.0053 0.0025 0.0028 Total soil rain loss = 1.46(In) Total effective rainfall = 1.84(In) Peak flow rate in flood hydrograph = 32.09(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 0+ 5 0.0003 0.04 Q 0+10 0.0023 0.28 Q 0+15 0.0067 0.65 Q 0+20 0.0125 0.84 Q 0+25 0.0187 0.90 Q 0+30 0.0251 0.92 Q 0+35 0.0315 0.94 Q 0+40 0.0380 0.94 Q 0+45 0.0445 0.94 Q 0+50 0.0510 0.94 Q 0+55 0.0575 0.95 Q 1+ 0 0.0640 0.95 Q 1+ 5 0.0706 0.95 Q • 1+10 0.0771 0.95 Q 1+15 0.0837 0.96 Q 1+20 0.0903 0.96 Q 1+25 0.0970 0.96 Q 1+30 0.1036 0.97 Q 1+35 0.1103 0.97 QV 1+40 0.1170 0.97 QV 1+45 0.1237 0.98 QV 1+50 0.1305 0.98 QV 1+55 0.1372 0.98 QV 2+ 0 0.1440 0.98 QV 2+ 5 0.1508 0.99 QV 2+10 0.1576 0.99 QV 2+15 0.1645 0.99 QV 2+20 0.1713 1.00 QV 2+25 0.1782 1.00 Q 2+30 0.1851 1.00 Q 2+35 0.1921 1.01 Q 2+40 0.1990 1.01 Q 2+45 0.2060 1.01 Q 2+50 0.2130 1.02 QV 2+55 0.2200 1.02 QV 3+ 0 0.2271 1.02 QV 3+ 5 0.2342 1.03 QV 3+10 0.2413 1.03 QV 3+15 0.2484 1.03 QV 3+20 0.2555 1.04 QV 3+25 0.2627 1.04 QV 3+30 0.2699 1.05 QV 3+35 0.2771 1.05 QV 3+40 0.2844 1.05 QV 3+45 0.2917 1.06 QV 3+50 0.2990 1.06 QV 3+55 0.3063 1.06 QV 4+ 0 0.3137 1.07 QV 4+ 5 0.3211 1.07 Q V 4+10 0.3285 1.08 Q V 4+15 0.3359 1.08 Q V 4+20 0.3434 1.08 Q V 4+25 0.3509 1.09 Q V 4+30 0.3584 1.09 Q V 4+35 0.3660 1.10 Q V 4+40 0.3736 1.10 Q V 4+45 0.3812 1.11 Q V 4+50 0.3888 1.11 Q V 4+55 0.3965 1.11 Q V 5+ 0 0.4042 1.12 Q V 5+ 5 0.4119 1.12 Q V 5+10 0.4197 1.13 Q V 5+15 0.4275 1.13 Q V 5+20 0.4353 1.14 Q V 5+25 0.4432 1.14 Q V 5+30 0.4511 1.15 Q V 5+35 0.4590 1.15 Q V 5+40 0.4670 1.16 Q V 5+45 0.4750 1.16 Q V 5+50 0.4831 1.17 Q V • • • 5+55 0.4911 1.17 Q V 6+ 0 0.4992 1.18 Q V 6+ 5 0.5074 1.18 Q V 6+10 0.5156 1.19 Q V 6+15 0.5238 1.19 Q V 6+20 0.5320 1.20 Q V 6+25 0.5403 1.20 Q V 6+30 0.5486 1.21 Q V 6+35 0.5570 1.22 Q V 6+40 0.5654 1.22 Q V 6+45 0.5739 1.23 Q V 6+50 0.5824 1.23 Q V 6+55 0.5909 1.24 Q V 7+ 0 0.5995 1.24 Q V 7+ 5 0.6081 1.25 Q V 7+10 0.6167 1.26 Q V 7+15 0.6254 1.26 Q V 7+20 0.6342 1.27 Q V 7+25 0.6430 1.28 Q V 7+30 0.6518 1.28 Q V 7+35 0.6607 1.29 Q V 7+40 0.6696 1.30 Q V 7+45 0.6786 1.30 Q V 7+50 0.6876 1.31 Q V 7+55 0.6967 1.32 Q V 8+ 0 0.7058 1.32 Q V 8+ 5 0.7150 1.33 Q V 8+10 0.7242 1.34 Q V 8+15 0.7335 1.35 Q V 8+20 0.7428 1.35 Q V 8+25 0.7522 1.36 Q V 8+30 0.7616 1.37 Q V 8+35 0.7711 1.38 Q V 8+40 0.7806 1.39 Q V 8+45 0.7903 1.39 Q V 8+50 0.7999 1.40 Q V 8+55 0.8096 1.41 Q V 9+ 0 0.8194 1.42 Q V 9+ 5 0.8293 1.43 Q V 9+10 0.8392 1.44 Q V 9+15 0.8492 1.45 Q V 9+20 0.8592 1.46 Q V 9+25 0.8693 1.47 Q V 9+30 0.8795 1.48 Q V 9+35 0.8897 1.49 Q V 9+40 0.9000 1.50 Q V 9+45 0.9104 1.51 Q V 9+50 0.9208 1.52 Q V 9+55 0.9314 1.53 Q V 10+ 0 0.9420 1.54 Q V 10+ 5 0.9527 1.55 Q V 10+10 0.9634 1.56 Q V 10+15 0.9743 1.57 Q V 10+20 0.9852 1.59 Q V 10+25 0.9962 1.60 Q V 10+30 1.0073 1.61 Q V 10+35 1.0185 1.62 Q V • • • 10+40 1.0298 1.64 Q 10+45 1.0411 1.65 Q 10+50 1.0526 1.66 Q 10+55 1.0642 1.68 Q 11+ 0 1.0758 1.69 Q 11+ 5 1.0876 1.71 Q 11+10 1.0994 1.72 Q 11+15 1.1114 1.74 Q 11+20 1.1235 1.75 Q 11+25 1.1357 1.77 Q 11+30 1.1480 1.79 Q 11+35 1.1604 1.80 Q 11+40 1.1730 1.82 Q 11+45 1.1857 1.84 Q 11+50 1.1985 1.86 Q 11+55 1.2114 1.88 Q 12+ 0 1.2245 1.90 Q 12+ 5 1.2379 1.94 Q 12+10 1.2523 2.10 Q 12+15 1.2683 2.32 Q 12+20 1.2851 2.44 Q 12+25 1.3023 2.50 Q 12+30 1.3198 2.53 Q 12+35 1.3374 2.56 Q 12+40 1.3553 2.59 Q 12+45 1.3733 2.61 Q 12+50 1.3915 2.64 Q 12+55 1.4098 2.67 Q 13+ 0 1.4284 2.70 Q 13+ 5 1.4472 2.73 Q 13+10 1.4662 2.76 Q 13+15 1.4854 2.79 Q 13+20 1.5049 2.83 Q 13+25 1.5246 2.86 Q 13+30 1.5445 2.90 Q 13+35 1.5648 2.94 Q 13+40 1.5853 2.97 Q 13+45 1.6060 3.02 Q 13+50 1.6271 3.06 Q 13+55 1.6485 3.11 Q 14+ 0 1.6702 3.16 Q 14+ 5 1.6923 3.21 Q 14+10 1.7148 3.26 Q 14+15 1.7377 3.32 Q 14+20 1.7610 3.38 Q 14+25 1.7847 3.45 Q 14+30 1.8090 3.52 Q 14+35 1.8337 3.59 Q 14+40 1.8590 3.67 Q 14+45 1.8849 3.76 Q 14+50 1.9114 3.85 Q 14+55 1.9386 3.95 Q 15+ 0 1.9666 4.06 Q 15+ 5 1.9954 4.19 Q 15+10 2.0251 4.32 Q 15+15 2.0559 4.47 Q 15+20 2.0879 4.64 Q VI VI V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • • • 15+25 2.1207 4.76 15+30 2.1522 4.57 15+35 2.1811 4.20 15+40 2.2100 4.20 15+45 2.2411 4.51 15+50 2.2758 5.05 15+55 2.3162 5.87 16+ 0 2.3671 7.38 16+ 5 2.4530 12.48 16+10 2.6308 25.82 16+15 2.8518 32.09 16+20 2.9854 19.39 16+25 3.0526 9.75 16+30 3.0942 6.04 16+35 3.1327 5.59 16+40 3.1652 4.72 16+45 3.1957 4.43 16+50 3.2244 4.16 16+55 3.2516 3.94 17+ 0 3.2774 3.75 17+ 5 3.3021 3.58 17+10 3.3257 3.44 17+15 3.3485 3.31 17+20 3.3706 3.20 17+25 3.3919 3.10 17+30 3.4127 3.01 17+35 3.4328 2.93 17+40 3.4525 2.85 17+45 3.4717 2.79 17+50 3.4904 2.72 17+55 3.5087 2.66 18+ 0 3.5267 2.61 18+ 5 3.5442 2.53 18+10 3.5604 2.35 18+15 3.5749 2.11 18+20 3.5884 1.96 18+25 3.6014 1.89 18+30 3.6141 1.84 18+35 3.6265 1.80 18+40 3.6387 1.77 18+45 3.6507 1.74 18+50 3.6624 1.70 18+55 3.6739 1.68 19+ 0 3.6853 1.65 19+ 5 3.6964 1.62 19+10 3.7074 1.60 19+15 3.7183 1.57 19+20 3.7289 1.55 19+25 3.7394 1.53 19+30 3.7498 1.51 19+35 3.7600 1.48 19+40 3.7701 1.46 19+45 3.7801 1.45 19+50 3.7899 1.43 19+55 3.7996 1.41 20+ 0 3.8092 1.39 20+ 5 3.8187 1.38 Q Q Q Q Q Q Q V V V V V V V V V Q V 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 • 20+10 3.8281 1.36 Q 20+15 3.8373 1.34 Q 20+20 3.8465 1.33 Q 20+25 3.8555 1.32 Q 20+30 3.8645 1.30 Q 20+35 3.8734 1.29 Q 20+40 3.8822 1.27 Q 20+45 3.8908 1.26 Q 20+50 3.8994 1.25 Q 20+55 3.9080 1.24 Q 21+ 0 3.9164 1.23 Q 21+ 5 3.9248 1.21 Q 21+10 3.9330 1.20 Q 21+15 3.9413 1.19 Q 21+20 3.9494 1.18 Q 21+25 3.9574 1.17 Q 21+30 3.9654 1.16 Q 21+35 3.9734 1.15 Q 21+40 3.9812 1.14 Q 21+45 3.9890 1.13 Q 21+50 3.9968 1.12 Q 21+55 4.0044 1.11 Q 22+ 0 4.0120 1.10 Q 22+ 5 4.0196 1.10 Q 22+10 4.0271 1.09 Q 22+15 4.0345 1.08 Q 22+20 4.0419 1.07 Q 22+25 4.0492 1.06 Q 22+30 4.0565 1.06 Q 22+35 4.0637 1.05 Q 22+40 4.0709 1.04 Q 22+45 4.0780 1.03 Q 22+50 4.0851 1.03 Q 22+55 4.0921 1.02 Q 23+ 0 4.0991 1.01 Q 23+ 5 4.1060 1.01 Q 23+10 4.1129 1.00 Q 23+15 4.1197 0.99 Q 23+20 4.1265 0.99 Q 23+25 4.1333 0.98 Q 23+30 4.1400 0.97 Q 23+35 4.1466 0.97 Q 23+40 4.1533 0.96 Q 23+45 4.1599 0.96 Q 23+50 4.1664 0.95 Q 23+55 4.1729 0.95 Q 24+ 0 4.1794 0.94 Q 24+ 5 4.1855 0.89 Q 24+10 4.1900 0.65 Q 24+15 4.1919 0.28 Q 24+20 4.1925 0.09 Q 24+25 4.1927 0.03 Q 24+30 4.1927 0.01 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 Hydrograph Detention Basin Routing Interim Condition Line "C" 18" PVC Detention Basin Outlet Pipe • Detention Basin Routing Input Parameters •Lime II Tract 18676 Detention Basin Volume Table Elevation Elevation Area (sf) Average Area (sf) Depth (ft) Voume (cf) Volume (ac-ft) 1280.0 . 10,600 11,600 1.0 11,600 0.27 1281.0 12,600 . 13,620 1.0 13,620 0.31 1282.0 14,640 15,700 1.0 15,700 0.36 1283.0 16,760 17,800 1.0 17,800 0.41 1284.0 . 18,840 19,900 1.0 19,900 0.46 1285.0 20,960 22,240 1.0 22,240 0.51 1286.0 23,520 24,660 1.0 24,660 0.57 1287.0 25,800 26,960 1.0 26,960 0.62 1288.0 28,120 152,480 3.50 1296 1295 1294 1293 1292 E 1291 1290 a_ LLI 1289 Z 1288 co m 1287 1286 1285 1284 1283 1282 • • FILE: basin.WSW ******************** I Invert Station I Elev L/Elem ICh Slope 1000.000 1280.000 5.960 .0050 1005.960 1280.030 8.070 .0049 1014.030 1280.070 104.237 .0050 1118.267 1280.592 37.379 .0050 I 1155.646 1280.779 45.704 .0050 1201.350 1281.008 20.615 .0050 1221.964 1281.111 14.667 .0050 1236.632 1281.185 11.923 .0050 1248.555 1281.244 10.296 .0050 W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm Depth (FT) ******** PAGE 1 Date: 1-27-2012 Time: 9:41:42 ******************************************************************************************** ******** Water Elev ********* .673 1280.673 .673 1280.703 .673 1280.743 .673 1281.264 .670 1281.449 .646 1281.654 .623 1281.734 .601 1281.786 .580 1281.824 4 (CFS) ********* 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4,00 4.00 Vel Vel (FPS) Head SF Ave *******1******* 5.21 - -1- .42 .0050 5.20 .42 .0050 5.21 5.21 - -I- .42 .0050 .42 .0050 5.23 .43 .0054 5.49 .47 .0062 5.76 .51 .0070 6.04 .57 .0080 6.33 .62 .0091 Energy Grd.El. HF ********* 1281.09 .03 1281.12 .04 1281.16 .52 1281.69 .19 1281.87 .25 1282.12 .13 1282.25 .10 1282.35 .10 1282.45 .09 Super Elev SE ppth ******* .00 .67 .06 .73 .00 .67 .00 .67 .00 .67 .00 .65 .00 .62 .00 .60 .00 .58 CriticallFlow Top Depth I Width Froude NlNorm Dp Height/IBase Wt Dia.-FTIor I.D. - "N" I X-Fall .77 1.49 1.500 .000 - -I- - - -I- - 1.28 .67 .010 .00 I I .77 1.49 1.500 .000 - -I- - - -I- - 1.28 .67 .010 .00 I I .77 1.49 1.500 .000 -I- - - -- - 1.28 .67 .010 .00 I I .77 1.49 1.500 .000 - -I- - - -I- - 1.28 .67 .010 .00 I I .77 1.49 1.500 .000 - -I- - - -I- - 1.29 .67 .010 .00 I I .77 1.49 1.500 .000 - .-I- - - -I- - 1.38 .67 .010 .00 I I .77 1.48 1.500 .000 1.48 .67 .010 .00 I I .77 1.47 1.500 .000 - -I -I- -I- - 1.58 .67 .010 .00 I I I .77 1.46 1.500 .000 1.70 .67 .010 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1• .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE • • • FILE: basin.WSW Station L/Elem ********* Invert Elev Ch Slope ********* 1258.850 1281.296 9.187 .0050 1268.037 1281.342 8.227 .0050 1276.264 1281.383 7.619 1283.882 7.112 1290.994 6.656 1297.650 18.863 1316.513 16.477 1332.990 9.541 1342.531 7.089 .0050 1281.421 .0050 1281.457 .0050 1281.490 .0209 1281.885 .0209 I 1282.230 .0211 1282.432 .0211 W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm Depth (FT) ******** Water Elev ********* .560 1281.856 .541 1281.883 .522 1281.905 .504 1281.925 .487 1281.944 .471 1281.961 .481 1282.366 .498 1282.728 .514 1282.946 Q I Vel Vel (CFS) I (FPS) Head I SF Ave 4.00 4.00 4.00 4'.00 4.00 4.00 6.64 .68 .0104 6.96 .75 .0119 7.30 .83 .0135 7.66 .91 .0154 8.03 1.00 -I- .0176 8.43 -I- 1.10 .0180 4.00 8.18 1.04 .0162 4.00 7.80 .94 .0143 4.00 7.46 .86 .0126 Energy Grd.El. HF ********* 1282.54 .10 1282.64 .10 1282.73 .10 1282.84 .11 1282.95 .12 1283.06 .34 1283.41 .27 1283.67 .14 1283.81 .09 Super Elev SE Dpth ******* .00 .56 .00 .54 .00 .52 .00 .50 .00 .49 13 .61 .00 .50 .00 .51 CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** .77 1.45 - -I- 1.82 .67 .77 1.44 1.94 .67 .77 1.43 2.08 .67 .77 1.42 2.22 .67 .77 1.40 - -1- 2.38 .67 .77 1.39 2.54 .46 .77 1.40 2.44 .46 .77 1.41 2.28 .46 .77 1.42 2.14 .46 PAGE 2 Date: 1-27-2012 Time: 9:41:42 Height/ Dia.-FT ..N" ******* 1.500 .010 1.500 .010 1.500 . 010 1.500 . 010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 Base Wt or I.D. X-Fall ******* .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 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 PIPE . 00 .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 PIPE .000 .00 1 .0 .00 .00 P- IPE • • • FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm ************************************************************************************************************************** Station L/Elem ********* 1349.621 5.192 1354.813 3.924 1358.737 3.010 1361.748 2.390 1364.137 1.769 1365.906 1.390 1367.296 1.016 1368.312 .640 1368.952 .368 Invert Elev Ch Slope ********* 1282.581 .0211 1282.691 .0211 1282.774 .0211 1282.838 .0211 1282.888 .0211 1282.925 .0211 1282.955 .0211 1282.976 .0211 1282.990 .0211 Depth I Water I Q (FT) I Elev I (CFS) - -1- -I- I ********1*********1********* I I .532 1283.113 -I- -I- .551 1283.242 4 00 4.00 I I .571 1283.345 4.00 -I- -1- I I .592 1283.430 I I .613 1283.501 I I .636 1283.562 -I- -I- I .659. 1283.614 I I .683 1283.659 -I- -I- I I .709 1283.699 4 00 4.00 4.00 4.00 4.00 4,00 PAGE 3 Date: 1-27-2012 Time: 9:41:42 ******** Vel Vel I Energy Super CriticallFlow ToplHeight/ Base Wtl No Wth (FPS) Head I Grd.El. Elev Depth I Width IDia.-FT or I.D.I ZL Prs/Pip - -I- -I- - - - - -I- -I- - - -I- - SF Ave' HF SE Dpth Froude NINorm Dp I "N" X-FallI ZR Type Ch *******I*******I********* ******* ********I********I******* *******I***** ******* I I I I 7.12 .79 1283.90 .00 .77 1.44 1.500 .000 .00 1 .0 -I- -I- - - - -I- -I- - -I- .0110 .06 .53 2.00 .46 .010 .00 .00 I I I I 6.78 .71 1283.96 .00 .77 1.45 1.500 .000 .00 1 .0 -I- -I- - - - - -I- -I- - .0097 .04 .55 1.87 .46 .010 .00 .00 PIPE I I I I 6.47 .65 1283.99 .00 .77 1.46 1.500 .000 .00 1 .0 - -I- -I- - - - - -I- -I- - - -I- .0085 .03 .57 1.75 .46 .010 .00 .00 PIPE I I I I 6.17 .59 1284.02 .00 .77 1.47 1.500 .000 .00 1 .0 -I- -I- - - - - -I- -I- - - -I- - .0074 .02 .59 1.63 .46 .010 .00 .00 PIPE I I I I 5.88 .54 1284.04 .00 .77 1.47 1.500 .000 .00 1 .0 - -I- -I- - - - - -I- -I- - - .0065 .01 .61 1.53 .46 .010 .00 .00 PIPE I I I I 5,61 .49 1284.05 .00 .77 1.48 1.500 .000 .00 1 .0 -I- -I- - - - - -I- -I- - - -I- .0057 .01 .64 .1.42 .46 .010 .00 .00 PIPE I I I I 5.35 .44 1284.06 .00 .77 1.49 1.500 .000 .00 1 .0 - -I- -I- - - - - -I- -I- - - .0050 .01 .66 1.33 .46 .010 .00 .00 PIPE I I I I 5.10 .40 1284.06 .00 .77 1.49 1.500 .000 .00 1 .0 -I- -I- - - - - -I- -I- - - -I- .0044 .00 .68 1.24 .46 .010 .00 .00 PIPE I I I I 4.86 .37 1284.07 .00 .77 1.50 1.500 .000 .00 1 .0 -I- -I- - - - - -I- -I- - - .0039 .00 .71 1.16 .46 .010 .00 .00 PIPE PIPE FILE: basin.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm ************************************************************************************************************************** ******** Station L/Elem ********* 1369.320 Invert Elev Ch Slope ********* 1282.998 .110 .0211 1369.430 1283.000 WALL EN- TRANCE 1369.430 1283.000. Depth (FT) ******** Water Elev ********* .736 1283.734 .765 1283.766 1.208 1284.208 0 (CFS) ********* 4.00 Vel Vel (FPS) Head SF Ave *******I******* 4.63 .33 .0034 Energy Grd.El. HF ********* 1284.07 .00 4.00 4.41 .30 1284.07 4.00 .33 .00 1284.21 Super Elev SE Dpth ******* .00 .74 .00 CriticallFlow Top Depth I Width Froude NINorm Dp .77 1.50 1.08 .46 .77 1.50 .17 10.00 -I- PAGE 4 Date: 1-27-2012 Time: 9:41:42 Height/ Dia.-FT - "N" ******* 1.500 .010 1.500 8.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 10.000 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 .00 1 .0 0 .0 • • • FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-27-2012 Time: 9:41:43 Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm I Invert I Depth I Water Station I Elev 1 (FT) I Elev L/Elem ICh Slope I *********I*********I********I********* I I I 1000.000 1280.000 1.042 1281.042 5.960 .0050 I I I I 1005.960 1280.030 1.042 1281.073 8.070 .0049 I I I I 1014.030 1260.070 1.040 1281.110 106.737 .0050 I I I I 1120.767 1280.604 1.040 1261.644 48.229 .0050 I I I I 1168.996 1280.846 .997 1281.843 23.450 .0050 I I I I 1192.446 1280.963 .956 1281.919 18.600 .0050 I I I I 1211.046 1281.056 .918 1281.974 15.854 .0050 I I I I 1226.899 1281.136 .882 1282.018 14.178 .0050 I I I I 1241.077 1281.207 .848 1282.055 Q Vel Vel Energy Super (CFS) (FPS) Head Grd.E1. Elev ********* 8.00 8.00 8.00 8.00 8.00 8.00 8.00 SF Ave 6.11 .58 .0050 HF ********* 1281.62 .03 6.10 .58 1281.65 - -I- - - - .0050 .04 6.12 6.11 .58 1281.69 .0050 .54 .58 .0053 6.41 .64 .0060 6.73 .70 .0067 7.05 8.00 7.40 .85 1282.87 .0086 .12 8.00 7.76 .93 1282.99 - -I- 1282.22 .26 1282.48 .14 1282.62 .13 .77 .0076 1282.75 .12 12.990 .0050 .0097 .13 S- E Dpth *******. .00 1.04 .07 1.11 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** .00 1.10 1.04 1.11 .00 1.10 1.04 1.11 I I .00 1.10 - -I- -I- 1.00 1.20 I I .00 1.10 .96 1.31 I I .00 1.10 .92 1.41 I I .00 1.10 .88 1.52 I I .00 1.10 .85 1.64 1.38 1.04 1.38 1.05 1.38 1.04 1.38 1.04 1.42 1.04 1.44 1.04 1.46 1.04 1.48 1.04 1.49 1.04 Height/ Dia.-FT - "N" ******* 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 Base Wt or I.D. X-Fall ******* .000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 - -1- .00 .00 I .000 .00 .00 .00 I .000 .00 .00 .00 I .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 Type Ch ******* 1 .0 PIPE 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 .00 PIPE FILE: basin.WSW • • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm ************************************************************************************************************************** I Invert I Depth Water Station I Elev I (FT) Elev L/Elem ICh Slope I *********1*********I******** ********* 1 1 1254.067 1281.272 .816 1282.088 11.913 .0050 I I 1265.980 1281.331 .785 1282.117 - I- -I- 11.200 .0050 I I 1277.180 1281.387 .756 1282.144 - I- -I- 10.577 .0050 I I 1287.758 1281.440 .729 1282.170 9.892 .0050 I I 1297.650 1281.490 .703 1282.193 20.094 .0209 I I 1317.744 1281.911 .724 1282.635 15.246 .0209 I I 1332.990 1282.230 .752 3.621 .0211 I I 1336.611 1282.306 9.236 .0211 I I 1345.847 1282.502 6.944 .0211 1282.982 .760 1283.067 .790 1283.292 Q (CFS) ********* 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Vel Vel (FPS) Head SF Ave 8.14 8.54 8.95 -I- 9.39 9.85 9.46 9.02 8.89 1.03 .0110 1.13 .0125 1.24 .0142 1.37 .0162 1.51 .0163 1.39 .0145 1.26 .0133 Energy Grd.El. HF ********* 1283.12 .13 1283.25 .14 1283.39 .15 1283.54 .16 1283.70 .33 1284.02 .22 1284.25 .05 1.23 1284.29 .0123 .11 8.48 1.12 1284.41 .0108 .08 Super Elev S- E Dpth ******* .00 .82 .00 .79 .00 .76 .00 .73 .20 .90 .19 .91 .00 .75 .00 .76 .00 .79 PAGE 2 Date: 1-27-2012 Time: 9:41:43 CriticallFlow Top Height/IBase Wt Depth I Width Dia.-FTIor I.D. Froude NlNorm Dp ********I******** 1 1.10 1.49 - I- 1.77 1.04 1.10 1.50 - I- 1.90 1.04 1.10 1.50 -I- 2.04 1.04 1.10 1.50 -I- 2.19 1.04 1.10 1.50 - I- 2.36 .66 1.10 1.50 - 1- 2.22 .66 1.10 1.50 -i- 2.07 .66 1.10 1.50 -I- 2.02 .66 1.10 1.50 -I- 1.88 .66 "N" I X-Fall *******1******* 1.500 .000 - -I- .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 1.500 .000 .010 .00 ******** No Wth ZL Prs/Pip ZR ***** -I- I - I- I - I- I - I- Type Ch ******* . 00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 1- .00 PIPE . 00 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: basin.WSW Station L/Elem 1352.791 5.121 Invert Elev Ch Slope ********* 1282.648 .0211 1357.913 1282.757 3.932 .0211 1361.844 1282.840 2.945 .0211 1364.790 1282.902 2.088 .0211 1366.878 1.442 1282.946 .0211 1368.320 1282.977 .834 .0211 1369.154 1282.994 .276 .0211 1369.430 1283.000 WALL ENTRANCE 1369.430 1283.000 • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm Depth (FT) ******** Water Elev ********* .820 1283.468 .853 1283.610 .887 1283.727 .923 1283.825 .962 1283.908 1.003 1283.980 1.047 1284.041 1.096 1284.096 1.941 1284.941 4 (CFS) ********* 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Vel Vel (FPS) Head SF Ave 8.08 - -1- 1.01 .0096 Energy Grd.El. HF ********* 1284.48 .05 7.71 .92 1284.53 .0085 .03 7.35 .84 1284.57 - -I- - - - .0075 .02 Super Elev SE Dpth ******* .00 .82 .00 .85 .00 .89 7.01 .76 1284.59 .00 .0066 .01 .92 6.68 -I- .69 1284.60 .0059 .01 6.37 .63 1284.61 - -I- -I- .0052 .00 6.07 .57 1284.61 .0047 .00 5.78 .52 1284.62 - -I- -I- - .41 .00 1284.94 .00 .96 .00 1.00 .00 1.05 .00 .00 PAGE 3 Date: 1-27-2012 Time: 9:41:43 Critical(Flow TopIHeight/ Depth I Width IDia.-FT - -I- -1- Froude N(Norm Dp I "N" ********1********1******* I I 1.10 1.49 1.500 1.75 .66 .010 I I 1.10 1.49 1.500 1.62 .66 .010 I I 1.10 1.47 1.500 1.51 .66 .010 I I 1.10 1.46 1.500 1.40 .66 .010 I I 1.10 1.44 1.500 1.29 .66 .010 I I 1.10 1.41 1.500 1.19 .66 .010 1.10 1.38 1.500 -1- -I- 1.09 .66 .010 I I 1.10 1.33 1.500 f I .27 10.00 8.000 -1- -I- - 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 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 1 .0 PIPE 1 .00 PIPE .0 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 I .00 0 .0 • • FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-27-2012 Time: 9:41:43 Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm ************************************************************************************************************************** ******** Invert Station Elev L/Elem Ch Slope ********* ********* 1000.000 1280.000 5.960 .0050 1005.960 1280.030 8.070 .0049 1014.030 1280.070 24.289 .0050 1038.319 1280.192 259.331 .0050 1297.650 35.340 1332.990 25.187 1358.177 HYDRAULIC 1358.177 4.433 1362.610 3.782 1281.490 .0209 1282.230 .0211 1282.762 JUMP 1282.762 .0211 1282.856 .0211 Depth (FT) ******** Water Elev *** 1.314 1281.314 1.388 1281.418 1.426 1281.496 1.500 1281.692 2.204 1283.694 1.880 1284.110 1.542 1284.304 1.075 1283.837 1.125 1283.981 4 (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 *******I******* 7.31 .83 .0068 7.03 .77 .0067 6.92 .74 .0069 Energy Grd.El. HF ********* 1282.14 .04 1282.18 .05 1282.24 .17 6.79 .72 1282.41 - -1- - .0075 1.93 6.79 .72 1284.41 .0077 .27 6.79 .72 1284.83 - -1- - - - .0077 .19 6.79 - -1- .72 1285.02 8.85 1.22 1285.05 8.44 .0098 1.11 .0088 .04 1285.09 .03 Super Elev SE Dpth ******* .00 1.31 .03 1.41 .00 1.43 .00 1.50 .00 .00 .00 1.88 .00 .00 1.08 .00 1.13 Critical Depth Froude N ******** 1.31 .84 1.31 .75 1.31 .00 1.31 .00 1.31 .00 1.31 1.31 1.56 1.31 1.42 Flow Top Width Norm Dp ******** .99 1.50 .79 1.50 .65 1.50 .00 1.50 .00 .84 .00 .84 Height/ Dia.-FT - "N" * * * * * * * 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 .00 1.500 1.35 1.500 -1- .84 .010 1.30 1.500 .84 .010 Base Wt or I.D. X-Fall ******* ZL ZR ***** .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 1 .000 .00 -I- .00 .000 .00 .00 1 .000 .00 - -I- I .000 .00 .00 1 .000 .00 - 00 -01- .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 .00 PIPE FILE: basin.WSW Station L/Elem Invert Elev Ch Slope ********* 1366.392 1282.936 2.236 .0211 1368.628 1282.983 .802 .0211 1369.430 1283.000 WALL ENTRANCE 1369.430 1283.000 -I • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm Depth (FT) ******** Water Elev ********* 1.179 1284.115 1.241 1284.224 1.314 1284.314 2.856 1285.856 4 (CFS) ********* 12.00 12.00 Vel Vel (FPS) Head SF Ave *******1******* 8.05 - -I- 1.01 .0080 7.67 .91 .0073 12.00 7.31 .83 12.00 .42 .00 - -I- -I- PAGE 2 Date: 1-27-2012 Time: 9:41:43 Energy I Super ICriticalIFlow ToplHeight/ Grd.E1.1 Elev I Depth I Width IDia.-FT - I- -I- -I- -I- - HF ISE DpthlFroude NlNorm Dp I "N" I I I I 1285.12 .00 1.31 1.23 1.500 - -I -I- -I- -I- - .02 1.18 1.29 .84 .010 I I I I 1285.14 .00 1.31 1.13 1.500 - -I- -I- -I- -1- - .01 1.24 1.15 .84 .010 I I I I 1285.14 .00 1.31 .99 1.500 - -I- -1- -I- -I- I 1285.86 I I I .00 .35 10.00 8.000 Base Wt INo Wth or I.D. ZL IPrs/Pip X-Fall ZR 'Type Ch ******* ***** 1******* .000 .00 .000 .00 .000 10.000 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 I .00 0 .0 • • • FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-27-2012 Time: 9:41:43 Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm ************************************************************************************r************************************* ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1000.000 1280.000 3.568 .0050 1003.568 2.392 1005.960 8.070 1014.030 283.620 1297.650 35.340 1332.990 36.440 1369.430 1280.018 .0050 1280.030 .0049 1280.070 .0050 1281.490 .0209 1282.230 .0211 1283.000 WALL ENTRANCE 1 1369.430 1283.000 -1- Depth (FT) Water Elev U (CFS) ******** ********* ********* 1.425 1281.425 16.00 1.500 1281.518 1.521 1281.551 1.713 1281.783 4.187 1285.677 4.187 1286.417 16.00 16.00 16.00 16.00 16.00 3.917 1286.917 16.00 5.443 1 1288.443 -1- 16.00 Vel Vel (FPS) Head SF Ave 9.23 1.32 1 9.05 - -1- 9.05 - -1- 9.05 - -1- 9.05 - -1- 9.05 - -1- 9.05 - -1- .0123 1.27 .0133 1.27 .0137 1.27 .0137 1.27 .0137 1.27 .0137 1.27 Energy 'Grd.E1. HF ********* 1282.75 .04 1282.79 .03 1282.82 .11 1283.06 3.89 1286.95 .49 1287.69 .50 1288.19 .29 .00 1288.44 -1- - - Super Elev S- E Dpth ******* .00 1.42 .00 1.50 .00 .00 .00 1.71 .00 .00 .00 4.19 .00 .00 CriticallFlow Top Depth 1 Width Froude NlNorm Dp ********I******** 1 1.42 .66 -1- 1.00 1.50 I 1.42 .00 -1- .00 1.50 1 1.42 .00 -1- .00 1.50 1 1.42 .00 -1- .00 1.50 1 1.42 .00 -1- .00 1.02 1 1.42 .00 -1- .00 1.02 1 1.42 .00 -1- 1 .43 10.00 -1- Height/ Dia.-FT "N„ ******* 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 8.000 Base Wt or I.D. X-Fall ******* .000 .00 . 000 .00 .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 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .000 .00 .00 . 000 10.000 .00 .00 .00 1 .0 PIPE 1 0 .0 .0 • • FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe-Imput for Routing 18" PVC 100 Year Storm Invert Depth I Water Q Vel Vel Energy Super Station Elev (FT) I Elev (CFS) (FPS) Head Grd.El. Elev L/Elem Ch Slope I SF Ave HF S- E Dpth ********* ********* ********1********* ********* *******1******* ********* ******* 1000.000 .753 1000.753 5.207 1005.960 8.070 1280.000 .0050 1280.004 .0050 1280.030 .0049 1014.030 1280.070 283.620 1297.650 35.340 .0050 1281.490 .0209 1332.990 1282.230 36.440 .0211 1369.430 1283.000 WALL EN- TRANCE 1 1369.430 1283.000 - 1- 1 1.467 1281.467 1 1.500 1281.504 - -1- 1 1.585 1281.615 - -1- 1 1.909 1281.979 1 6.572 1288.062 - -1- 1 6.988 1289.218 - -1- 1 7.000 1290.000 - -1- I 9.386 1292.386 - -1- 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 11.38 - -1- 11.32 - -1- 11.32 - -1- 2.01 .0196 1.99 .0207 1.99 .0215 11.32 1.99 11.32 - -1- 11.32 - -1- 11.32 1.99 - -1- .21 .00 - -1- .0215 1.99 .0215 1.99 .0215 1283.48 .01 1283.49 .11 .00 1.47 .00 1.50 1283.60 .00 -1 .17 .00 1283.97 .00 -1- 6.08 1.91 1 1290.05 .76 1 1291.21 -1- .78 1291.99 .00 - -1- 1 1292.39 .00 .00 .00 .00 6.99 Critical1Flow Top Depth I Width Froude N1Norm Dp 1 1.47 .44 1.00 1.50 1.47 .00 - 1- .00 1.50 1 1.47 .00 -1- .00 1.50 1.47 .00 - 1- .00 1.50 1 1.47 .00 -1- .00 1.25 1 1.47 .00 - 1- .00 1.24 1.47 .00 .50 10.00 -1- PAGE 1 Date: 1-27-2012 Time: 9:41:43 Height/ Dia.-FT 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 1.500 .010 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 1.500 .000 8.000 10.000 ZL ZR ***** .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 1 .0 0 .0 • T1 Line C Interim Baisn Outlet Pipe-Imput for Routing 0 T2 18" PVC T3 100 Year Storm SO 1000.0001280.000 1 1280.000 R 1005.9601280.030 1 .010 .000 R 1014.0301280.070 1 .010 -20.550 R 1297.6501281.490 1 .010 .000 .000 R 1332.9901282.230 1 .010 -89.992 .000 R 1369.4301283.000 1 .010 .000 WE 1369.4301283.000 2 .200 SH 1369.4301283.000 2 1283.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 10.000 .000 .000 .00 Q 4.000 .0 Q 8.000 .0 Q 12.000 .0 Q 16.000 .0 Q 20.000 .0 Detention Basin Routing FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/27/12 Tr 18676 Basin Routing 100 Year Storm Event Line C Basin Outlet Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 88.289 (CFS) Total volume = 14.496 (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 = 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 0.000 0.000 0.000 0.000 • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.760 3.600 8.100 13.100 14.600 15.700 0.398 0.842 1.335 1.900 2.706 0.422 0.898 1.425 2.000 2.814 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 0.24 0.01 0.001 0 0.167 1.58 0.06 0.007 0 0.250 3.35 0.20 0.023 OI 0.333 4.08 0.41 0.046 OI 0.417 4.29 0.63 0.072 OI 0.500 4.35 0.85 0.096 OI 0.583 4.39 1.05 0.120 OI 0.667 4.40 1.25 0.142 OI 0.750 4.41 1.43 0.163 OI 0.833 4.42 1.61 0.183 OI 0.917 4.43 1.77 0.202 OI 1.000 4.43 1.93 0.220 OI 1.083 4.44 2.08 0.237 OI 1.167 4.45 2.22 0.252 OI 1.250 4.46 2.35 0.267 OI 1.333 4.47 2.47 0.282 OI 1.417 4.48 2.59 0.295 OI 1.500 4.49 2.70 0.308 OI 1.583 4.50 2.81 0.320 10 1.667 4.51 2.91 0.331 10 1.750 4.52 3.00 0.342 10 1.833 4.53 3.09 0.352 10 1.917 4.54 3.18 0.362 10 2.000 4.55 3.26 0.371 10 2.083 4.56 3.33 0.380 10 2.167 4.57 3.41 0.388 10 2.250 4.58 3.47 0.396 10 2.333 4.60 3.54 0.403 10 2.417 4.61 3.60 0.410 10 2.500 4.62 3.67 0.417 10 2.583 4.63 3.73 0.423 10 2.667 4.64 3.79 0.429 10 2.750 4.65 3.84 0.435 10 2.833 4.66 3.90 0.440 10 2.917 4.67 3.95 0.446 10 3.000 4.68 4.00 0.450 10 3.083 4.69 4.04 0.455 10 3.167 4.71 4.08 0.459 10 3.250 4.72 4.12 0.464 10 3.333 4.73 4.16 0.468 10 3.417 4.74 4.20 0.471 10 3.500 4.75 4.24 0.475 10 3.583 4.77 4.27 0.479 10. 3.667 4.78 4.30 0.482 10 22.1 44.14 66.22 88.29 Depth (Ft.) 0.00 0.02 0.06 0.11 0.17 0.23 0.29 0.35 0.40 0.45 0.49 0.54 0.58 0. 62 0.65 0.69 0.72 0.75 0.78 0.81 0.83 0.86 0.88 0.90 0.93 0.95 0.97 0.98 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.13 1.14 1.15 1.16 • • • 3.750 4.79 4.33 0.485 0 3.833 4.80 4.36 0.488 0 3.917 4.82 4.39 0.491 0 4.000 4.83 4.42 0.494 0 4.083 4.84 4.45 0.497 0 4.167 4.85 4.47 0.499 0 4.250 4.87 4.50 0.502 0 4.333 4.88 4.52 0.504 0 4.417 4.89 4.55 0.507 0 4.500 4.91 4.57 0.509 0 4.583 4.92 4.59 0.512 0 4.667 4.93 4.61 0.514 0 4.750 4.95 4.64 0.516 0 4.833, 4.96 4.66 0.518 0 4.917 4.98 4.68 0.520 0 5.000 4.99 4.70 0.522 0 5.083 5.01 4.72 0.524 0 5.167 5.02 4.74 0.526 0 5.250 5.03 4.76 0.528 10 5.333 5.05 4.77 0.530 0 5.417 5.06 4.79 0.532 0 5.500 5.08 4.81 0.534 0 5.583 5.09 4.83 0.536 0 5.667 5.11 4.85 0.537 0 5.750 5.13 4.86 0.539 0 5.833 5.14 4.88 0.541 0 5.917 5.16 4.90 0.543 0 6.000 5.17 4.92 0.545 0 6.083 5.19 4.93 0.546 0 6.167 5.21 4.95 0.548 0 6.250 5.22 4.97 0.550 0 6.333 5.24 4.99 0.552 0 6.417 5.26 5.00 0.553 0 6.500 5.28 5.02 0.555 0 6.583 5.29 5.04 0.557 0 6.667 5.31 5.05 0.559 0 6.750 5.33 5.07 0.560 0 6.833 5.35 5.09 0.562 0 6.917 5.37 5.11 0.564 0 7.000 5.38 5.12 0.566 0 7.083 5.40 5.14 0.568 0 7.167 5.42 5.16 0.569 0 7.250 5.44 5.18 0.571 0 7.333 5.46 5.20 0.573 0 7.417 5.48 5.21 0.575 0 7.500 5.50 5.23 0.577 0 7.583 5.52 5.25 0.579 OI 7.667 5.54 5.27 0.581, OI 7.750 5.56 5.29 0.582 OI 7.833 5.59 5.31 0.584 OI 7.917 5.61 5.32 0.586 OI 8.000 5.63 5.34 0.588 OI 8.083 5.65 5.36 0.590 OI 8.167 5.67 5.38 0.592 OI 8.250 5.70 5.40 0.594 OI 8.333 5.72 5.42 0.596 OI 8.417 5.74 5.44 0.598 OI 1.16 1.17 1.18 1.18 1.19 1.19 1.20 1.21 1.21 1.22 1.22 1.23 1.23 1.23 1.24 1.24 1.25 1.25 1.26 1.26 1.26 1.27 1.27 1.28 1.28 1.28 1.29 1.29 1.30 1.30 1.30 1.31 1.31 1.32 1.32 1.32 1.33 1.33 1.33 1.34 1.34 1.35 1.35 1.35 1.36 1.36 1.37 1.37 1.37 1.38 1.38 1.39 1.39 1.40 1.40 1.40 1.41 • • • 8.500 5.77 5.46 0.600 OI 8.583 5.79 5.48 0.603 OI 8.667 5.82 5.50 0.605 OI 8.750 5.84 5.53 0.607 0 8.833 5.87 5.55 0.609 0 8.917 5.89 '5.57 0.611 0 9.000 5.92 5.59 0.614 0 9.083 5.95 5.61 0.616 0 9.167 5.97 5.64 0.618 0 9.250 6.00 5.66 0.620 0 9.333 6.03 5.68 0.623 0 9.417 6.06 5.71 0.625 0 9.500 6.09 5.73 0.628 0 9.583 6.12 5.75 0.630 0 9.667 6.15 5.78 0.633 0 9.750 6.18 5.80 0.635 0 9.833 6.21 5.83 0.638 0 9.917 6.24 5.85 0.640 0 10.000 6.27 5.88 0.643 0 10.083 6.30 5.91 0.646 0 10.167 6.34 5.93 0.649 0 10.250 6.37 5.96 0.651 0 10.333 6.41 5.99 0.654 0 10.417 6.44 6.02 0.657 0 10.500 6.48 6.05 0.660 0 10.583 6.51 6.08 0.663 0 10.667 6.55 6.11 0.666 0 10.750 6.59 6.14 0.669 0 10.833 6.63 6.17 0.672 0 10.917 6.67 6.20 0.676 0 11.000 6.71 6.23 0.679 0 11.083 6.75 6.26 0.682 0 11.167 6.80 6.30 0.686 0 11.250 6.84 6.33 0.689 0 11.333 6.88 6.36 0.693 0 11.417 6.93 6.40 0.696 0 11.500 6.98 6.44 0.700 0 11.583 7.03 6.47 0.704 0 11.667 7.08 6.51 0.708 0 11.750 7.13 6.55 0.711 0 11.833 7.18 6.59 0.716 0 11.917 7.23 6.63 0.720 0 12.000 7.29 6.67 0.724 0 12.083 7.29 6.71 0.728 0 12.167 7.04 6.74 0.731 0 12.250 6.69 6.75 0.732 0 12.333 6.59 6.74 0.731 0 12.417 6.61 6.73 0.730 0 12.500 6.66 6.73 0.729 0 12.583 6.73 6.72 0.729 0 12.667 6.80 6.73 0.730 0 12.750 6.88 6.73 0.730 0 12.833 6.96 6.75 0.732 0 12.917 7.04 6.76 0.733 0• 13.000 7.12 6.78 0.735 0 13.083 7.21 6.81 0.738 0 13.167 7.30 6.84 0.741 0 1.41 1.42 1.42 1.43 1.43 1.44 1.44 1.45 1.45 1.46 1.46 1.47 1.47 1.48 1.48 1.49 1.50 1.50 1.51 1.51 1.52 1.52 1.53 1.54 1.54 1.55 1.56 1.56 1.57 1.58 1.58 1.59 1.60 1.61 1.61 1.62 1.63 1.64 1.65 1.66 1.66 1.67 1.68 1.69 1.70 1.70 1.70 1.70 1.69 1.69 1.69 1.70 1.70 1.70 1.71 1.71 1.72 • • • 13.250 7.40 6.87 0.744 0 13.333 7.50 6.91 0.748 0 13.417 7.60 6.95 0.752 0 13.500 7.71 7.00 0.757 0 13.583 7.83 7.05 0.762 0 13.667 7.94 7.10 0.768 0 13.750 8.07 7.16 0.774 0 13.833 8.20 7.22 0.780 0 13.917 8.34 7.29 0.787 OI 14.000 8.48 7.36 0.795 OI 14.083 8.64 7.44 0.803 OI 14.167 8.80 7.53 0.811 OI 14.250 8.99 7.62 0.820 OI 14.333 9.17 7.71 0.830 OI 14.417 9.37 7.81 0.841 OI 14.500 9.58 7.92 0.852 OI 14.583 9.80 8.04 0.863 OI 14.667 10.05 8.16 0.876 OI 14.750 10.31 8.29 0.889• 0 14.833 10.60 8.43 0.904 0 14.917 10.91 8.58 0.919 0 15.000 11.25 8.75 0.936 OI 15.083 11.63 8.92 0.954 OI 15.167 12.06 9.11 0.973 OI ip 15.250 12.54 9.32 0.995 OI 15.333 13.07 9.55 1.018 OI 15.417 13.49 9.79 1.043 OI 15.500 13.09 10.02 1.066 OI 15.583 12.45 10.20 1.084 OI 15.667 12.88 10.36 1.101 OI 15.750 14.06 10.56 1.121 0 I 15.833 15.85 10.85 1.151 0 I 15.917 18.73 11.27 1.194 0 I 16.000 24.84 11.96 1.264 0 16.083 42.10 13.17 1.408 0 16.167 80.28 14.03 1.735 0 16.250 88.29 14.96 2.216 0 16.333 47.10 15.45 2.577 0 16.417 24.32 15.64 2.716 0 16.500 16.63 15.69 2.749 OI 16.583 15.11 15.69 2.751 0 16.667 13.17 15.67 2.740 IO 16.750 12.20 15.65 2.720 IO 16.833 11.38 15.61 2.693 IO 16.917 10.71 15.57 2.662 I 0 17.000 10.14 15.52 2.627 I 0 17.083 9.65 15.47 2.588 I 0 17.167 9.23 15.41 2.547 I 0 17.250 8.86 15.35 2.503 I 0 17.333 8.53 15.29 2.457 I 0 17.417 8.24 15.22 2.410 I 0 17.500 7.98 15.16 2.361 I 0 17.583 7.74 15.09 2.311 I 0 17.667 7.53 15.02 2.260 I 0 17.750 7.33 14.95 2.208 I 0 17.833 7.15 14.88 2.155 I 0 17.917 6.98 14.81 2.102 I 0 I I I I 1.73 1.74 1.74 1.75 1.77 1.78 1.79 1.81 1.82 1.84 1.85 1.87 1.89 1.91 1.94 1.96 1.99 2.01 2.04 2.07 2.10 2.13 2.16 2.20 2.24 2.29 2.34 2.38 2.42 2.45 2.49 2.55 2.63 2.77 3.05 3.62 4.33. 4.77 4.95 4.99 4.99 4.98 4.95 4.92 4.88 4.84 4.79 4.74 4.68 4.63 4.57 4.51 4.45 4.38 4.32 4.25 4.19 • • • 18.000 6.82 14.73 2.048 I 0 18.083 6.73 14.66 1.993 I 0 18.167 6.90 14.57 1.939 I 0 18.250 7.19 14.44 1.888 I 0 18.333 7.24 14.31 1.839 I 0 18.417 7.17 14.18 1.790 I 0 18.500 7.08 14.05 1.742 I 0 18.583 6.99 13.93 1.694 I 0 18.667 6.90 13.80 1.647 I 0 18.750 6.81 13.68 1.599 I 0 18.833 6.72 13.55 1.552 I 0 18.917 6.64 13.43 1.505 I 0 19.000 6.56 13.31 1.458 I 0 19.083 6.49 13.18 1.412 I 0 19.167 6.41 12.97 1.366 I 0 19.250 6.35 12.54 1.323 I 0 19.333 6.28 12.13 1.281 I 0 19.417 6.21 11.75 1.242 I 0 19.500 6.15 11.38 1.205 I 0 19.583 6.09 11.04 1.170 I 0 19.667 6.04 10.71 1.137 IO 19.750 5.98 10.41 1.105 IO 19.833 5.93 10.12 1.076 IO 19.917 5.87 9.84 1.048 IO 20.000 5.82 9.58 1.021 IO 20.083 5.77 9.33 0.996 IO 20.167 5.73 9.10 0.972 IO 20.250 5.68 8.88 0.949 IO 20.333 5.63 8.67 0.928 IO 20.417 5.59 8.47 0.907 IO 20.500 5.55 8.28 0.888 IO 20.583 5.51 8.10 0.870 IO 20.667 5.47 7.93 0.852 IO 20.750 5.43 7.77 0.836 IO 20.833 5.39 7.61 0.820 IO 20.917 5.35 7.47 0.805 IO 21.000 5.32 7.33 0.791 IO 21.083 5.28 7.20 0.778 IO 21.167 5.25 7.07 0.765 IO 21.250 5.21 6.95 0.752 IO 21.333 5.18 6.83 0.741 IO 21.417 5.15 6.73 0.730 IO 21.500 5.11 6.62 0.719 IO 21.583 5.08 6.52 0.709 IO 21.667 5.05 6.43 0.699 IO 21.750 5.02 6.34 0.690 IO 21.833 4.99 6.25 0.681 IO 21.917 4.97 6.17 0.672 IO 22.000 4.94 6.09 0.664 IO 22.083 4.91 6.01 0.657 IO 22.167 4.88 5.94 0.649 IO 22.250 4.86 5.87 0.642 IO 22.333 4.83 5.80 0.635 IO 22.417 4.81 5.74 0.629 IO 22.500 4.78 5.68 0.622 IO 22.583 4.76 5.62 0.616 IO 22.667 4.73 5.56 0.610 IO 4.12 4.05 3.98 3.89 3.80 3.72 3.64 3.55 3.47 3.38 3.30 3.22 3.14 3.06 2.97 2.89 2.81 2.73 2.66 2.59 2.52 2.46 2.40 2.35 2.30 2.25 2.20 2.16 2.11 2.07 2.04 2.00 1.96 1.93 1.89 1.86 1.83 1.80 1.77 1.74 1.72 1.69 1.67 1.65 1.63 1.61 1.59 1.57 1.55 1.54 1.52 1.50 1.49 1.48 1.46 1.45 1.44 • • • 22.750 4.71 5.51 0.605 0 22.833 4.69 5.45 0.599 0 22.917 4.66 5.40 0.594 0 23.000 4.64 5.35 0.589 0 23.083 4.62 5.31 0.584 0 23.167 4.60 5.26 0.580 0 23.250 4.58 5.22 0.575 0 23.333 4.56 5.17 0.571 0 23.417 4.53 5.13 0.567 0 23.500 4.51 5.09 0.563 0 23.583 4.49 5.06 0.559 0 23.667 4.48 5.02 0.555 0 23.750 4.46 4.98 0.551 0 23.833 4.44 4.95 0.548 0 23.917 4.42 4.91 0.544 0 24.000 4.40 4.88 0.541 0 24.083 4.14 4.84 0.537 0 24.167 2.79 4.75 0.528 0 24.250 1.01 4.57 0.509 IO 24.333 0.28 4.31 0.483 IO 24.417 0.08 4.04 0.455 IO 24.500 0.03 3.78 0.429 IO 24.583 0.00 3.54 0.403 IO 24.667 0.00 3.33 0.380 IO 24.750 0.00 3.14 0.357 IO 24.833 0.00 2.95 0.336 IO 24.917 0.00 2.78 0.317 IO 25.000 0.00 2.62 0.298 0 25.083 0.00 2.46 0.281 0 25.167 0.00 2.32 0.264 0 25.250 0.00 2.18 0.249 0 25.333 0.00 2.06 0.234 0 25.417 0.00 1.93 0.220 0 25.500 0.00 1.82 0.207 0 25.583 0.00 1.71 0.195 0 25.667 0.00 1.61 0.184 0 25.750 0.00 1.52 0.173 0 25.833 0.00 1.43 0.163 0 25.917 0.00 1.35 0.153 0 26.000 0.00 1.27 0.144 0 26.083 0.00 1.19 0.136 0 26.167 0.00 1.12 0.128 0 26.250 0.00 1.06 0.120 0 26.333 0.00 0.99 0.113 0 26.417 0.00 0.94 0.107 0 26.500 0.00 0.88 0.100 0 26.583 0.00 0.83 0.094 0 26.667 0.00 0.78 0.089 0 26.750 0.00 0.73 0.084 0 26.833 0.00 0.69 0.079 0 26.917 0.00 0.65 0.074 0 27.000 0.00 0.61 0.070 0 27.083 0.00 0.58 0.066 0 27.167 0.00 0.54 0.062 0 27.250 0.00 0.51 0.058 0 27.333 0.00 0.48 0.055 0 27.417 0.00 0.45 0.052 0 1.42 1.41 1.40 1.39 1.38 1.37 1.36 1.35 1.34 1.33 1.32 1.32 1.31 1.30 1.29 1.28 1.28 1.26 1.21 1.16 1.10 1.04 0.98 0.93 0.87 0.82 0.77 0.73 0.68 0.64 0.61 0.57 0.54 0.51 0.48 0.45 0.42 0.40 0.37 0.35 0.33 0.31 0.29 0.28 0.26 0.24 0.23 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 • 27.500 0.00 0.43 0.049 0 27.583 0.00 0.40 0.046 0 27.667 0.00 0.38 0.043 0 27.750 0.00 0.36 0.041 0 27.833 0.00 0.33 0.038 0 27.917 0.00 0.32 0.036 0 28.000 0.00 0.30 0.034 0 28.083 0.00 0.28 0.032 0 28.167 0.00 0.26 0.030. 0 28.250 0.00 0.25 0.028 0 28.333 0.00 0.23 0.027 0 28.417 0.00 0.22 0.025 0 28.500 0.00 0.21 0.023 0 28.583 0.00 0.19 0.022 0 28.667 0.00 0.18 0.021 0 28.750 0.00 0.17 0.020 0 28.833 0.00 0.16 0.018 0 28.917 0.00 0.15 0.017 0 29.000 0.00 0.14 0.016 0 29.083 0.00 0.14 0.015 0 29.167 0.00 0.13 0.014 0 29.250 0.00 0.12 0.014 0 2,9.333 0.00 0.11 0.013 0 29.417 0.00 0.11 0.012 0 29.500 0.00 0.10 0.011 0 Remaining water in basin = 0.01 (Ac.Ft) 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 354 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 15.687 (CFS) Total volume = 14.485 (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 - 2004 Study date: 01/27/12 Tr 18676 Basin Routing 25 Year Storm Event Line C Basin Outlet Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/filename: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 68.210 (CFS) Total volume = 10.596 (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 = 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-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.760 3.600 8.100 13.100 14.600 15.700 0.398 0.842 1.335 1.900 2.706 0.422 0.898 1.425 2.000 2.814 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 0.16 0.00 0.001 0 0.167 1.04 0.04 0.005 0 0.250 2.27 0.13 0.015 OI 0.333 2.81 0.28 0.031 OI 0.417 2.97 0.43 0.049 OI 0.500 3.02 0.58 0.066 OI 0.583 3.05 0.72 0.082 OI 0.667 3.05 0.86 0.098 OI 0.750 3.06 0.99 0.113 OI 0.833 3.07 1.11 0.127 OI 0.917 3.07 1.23 0.140 OI 1.000 3.08 1.33 0.152 01 1.083 3.09 1.44 0.164 OI 1.167 3.10 1.53 0.175 OI 1.250 3.10 1.63 0.185 OI 1.333 3.11 1.71 0.195 OI 1.417 3.12 1.80 0.205 OI 1.500 3.12 1.87 0.213 OI 1.583 3.13 1.95 0.222 OI 1.667 3.14 2.02 0.230 OI 1.750 3.15 2.08 0.237 OI 1.833 3.15 2.15 0.244 10 1.917 3.16 2.21 0.251 10 2.000 3.17 2.26 0.258 10 2.083 3.18 2.32 0.264 10 2.167 3.19 2.37 0.269 10 2.250 3.19 2.41 0.275 10 2.333 3.20 2.46 0.280 10 2.417 3.21 2.50 0.285 10 2.500 3.22 2.55 0.290 10 2.583 3.23 2.59 0.294 10 2.667 3.23 2.62 0.299 10 2.750 3.24 2.66 0.303 10 2.833 3.25 2.69 0.307 10 2.917 3.26 2.73 0.311 10 3.000 3.27 2.76 0.314 10 3.083 3.28 2.79 0.318 10 3.167 3.28 2.82 0.321 10 3.250 3.29 2.85 0.324 10 3.333 3.30 2.87 0.327 10 3.417 3.31 2.90 0.330 10 3.500 3.32 2.92 0.333 10 3.583 3.33 2.95 0.335 10 3.667 3.34 2.97 0.338 10 17.1 34.11 51.16 Depth 68.21 (Ft.) 0.00 0.01 0.04 0.08 0.12 0.16 0.20 0.24 0.27 0.31 0.34 0.37 0.40 0.43 0.45 0.48 0.50 0.52 0.54 0.56 0.58 0.60 0.61 0.63 0.64 0.66 0.67 0.68 0.70 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.77 0.78 0.79 0.80 0.80 0.81 0.82 0.82 • • • 3.750 3.35 2.99 0.341 0 3.833 3.36 3.01 0.343 0 3.917 3.37 3.03 0.345 0 4.000 3.38 3.05 0.348 0 4.083 3.39 3.07 0.350 0 4.167 3.40 3.09 0.352 0 4.250 3.41 3.11 0.354 0 4.333 3.42 3.13 0.356 0 4.417 3.43 3.14 0.358 0 4.500 3.44 3.16 0.360 0 4.583 3.45 3.18 0.362 0 4.667 3.46 3.19 0.364 0 4.750 3.47 3.21 0.365 0 4.833 3.48 3.22 0.367 0 4.917 3.49 3.24 0.369 0 5.000 3.50 3.25 0.371 0 5.083 3.51 3.27 0.372 0 5.167 3.52 3.28 0.374 0 5.250 3.53 3.30 0.376 0 5.333 3.54 3.31 0.377 0 5.417 3.55 3.33 0.379 0 5.500 3.56 3.34 0.380 0 5.583 3.58 3.35 0.382 0 5.667 3.59 3.37 0.383 0 5.750 3.60 3.38 0.385 0 5.833 3.61 3.39 0.386 0 5.917 3.62 3.41 0.388 0 6.000 3.64 3.42 0.389 0 6.083 3.65 3.43 0.391 0 6.167 3.66 3.45 0.392 0 6.250 3.67 3.46 0.394 0 6.333 3.69 3.47 0.395 0 6.417 3.70 3.48 0.397 0 6.500 3.71 3.50 0.398 0 6.583 3.73 3.51 0.400 0 6.667 3.74 3.52 0.401 0 6.750 3.75 3.54 0.403 0 6.833 3.77 3.55 0.404 0 6.917 3.78 3.56 0.406 0 7.000 3.80 3.58 0.407 0 7.083 3.81 3.59 0.409 0 7.167 3.82 3.60 0.410 0 7.250 3.84 3.62 0.412 0 7.333 3.85 3.63 0.413 0 7.417 3.87 3.65 0.415 0 7.500 3.88 3.66 0.416 0 7.583 3.90 3.68 0.418 0 7.667 3.92 3.69 0.419 0 7.750 3.93 3.71 0.421 0 7.833 3.95 3.72 0.423 0 7.917 3.96 3.74 0.424 0 8.000 3.98 3.75 0.426 0 8.083 4.00 3.77 0.427 0 8.167 4.01 3.78 0.429 0 8.250 4.03 3.80 0.430 0 8.333 4.05 3.82 0.432 0 8.417 4.07 3.83 0.434 0 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 0.91 0.91 0.92 0.92 0.92 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 1.03 1.04 1.04 1.04 1.05 1.05 • • • 8.500 4.09 3.85 0.435 0 8.583 4.10 3.86 0.437 0 8.667 4.12 3.88 0.439 0 8.750 4.14 3.90 0.440 0 8.833 4.16 3.91 0.442 0 8.917 4.18 3.93 0.444 0 9.000 4.20 3.95 0.445 0 9.083 4.22 3.96 0.447 0 9.167 4.24 3.98 0.449 0 9.250 4.26 4.00 0.451 0 9.333 4.28 4.02 0.453 OI 9.417 4.31 4.04 0.454 OI 9.500 4.33 4.05 0.456 OI 9.583 4.35 4.07 0.458 OI 9.667 4.37 4.09 0.460 OI 9.750 4.40 4.11 0.462 OI 9.833 4.42 4.13 0.46.4 OI 9.917 4.44 4.15 0.466 OI 10.000 4.47 4.17 0.468 OI 10.083 4.49 4.19 0.470 OI 10.167 4.52 4.21 0.472 OI 10.250 4.55 4.23 0.475 OI 10.333 4.57 4.25 0.477 OI 10.417 4.60 4.27 0.479 0 10.500 4.63 4.30 0.481 0 10.583 4.66 4.32 0.484 0 10.667 4.68 4.34 0.486 0 10.750 4.71 4.37 0.488 0 10.833 4.74 4.39 0.491 0 10.917 4.78 4.41 0.493 0 11.000 4.81 4.44 0.496 0 11.083 4.84 4.46 0.498 0 11.167 4.87 4.49 0.501 0 11.250 4.91 4.51 0.503 0 11.333 4.94 4.54 0.506 0 11.417 4.98 4.57 0.509 0 11.500 5.01 4.60 0.512 0 11.583 5.05 4.62 0.515 0 11.667 5.09 4.65 0.518 0 11.750 5.13 4.68 0.521 0 11.833 5.17 4.71 0.524 0 11.917 5.21 4.74 0.527 0 12.000 5.25 4.78 0.530 0 12.083 5.27 4.81 0.533 0 12.167 5.19 4.83 0.536 0 12.250 5.07 4.85 0.538 0 12.333 5.05 4.87 0.540 0 12.417 5.08 4.88 0.541 0 12.500 5.12 4.89 0.542 0 12.583 5.17 4.91 0.544 0 12.667 5.23 4.93 0.546 0 12.750 5.29 4.95 0.548 0 12.833 5.34 4.97 0.551 0 12.917 5.41 5.00 0.553 0 13.000 5.47 5.03 0.556 0 13.083 5.54 5.06 0.559 0 13.167 5.61 5.09 0.563 0 1.05 1.06 1.06 1.07 1.07 1.07 1.08 1.08 1.08 1.09 1.09 1.10 1.10 1.10 1.11 1.11 1.12 1.12 1.13 1.13 1.14 1.14 1.15 1.15 1.15 1.16 1.16 1.17 1.18 1.18 1.19 1.19 1.20 1.20 1.21 1.22 1.22 1.23 1.23 1.24 1.25 1.25 1.26 1.27 1.27 1.28 1.28 1.28 1.29 1.29 1.30 1.30 1.31 1.31 1.32 1.32 1.33 • • 13.250 5.68 5.13 0.566 0 13.333 5.75 5.17 0.570 0 13.417 5.83 5.21 0.574 0 13.500 5.91 5.25 0.579 0 13.583 6.00 5.30 0.583 0 13.667 6.09 5.35 0.588 0 13.750 6.18 5.40 0.594 0 13.833 6.28 5.45 0.599 0 13.917 6.38 5.51 0.605 0 14.000 6.49 5.57 0.611 OI 14.083 6.61 5.63 0.618 OI 14.167 6.73 5.70 0.625 OI 14.250 6.87 5.77 0.632 OI 14.333 7.00 5.85 0.640 OI 14.417 7.15 5.93 0.648 OI 14.500 7.31 6.01 0.657 OI 14.583 7.48 6.10 0.666 OI 14.667 7.66 6.20 0.676 OI 14.750 7.86 6.30 0.686 OI 14.833 8.07 6.41 0.697 0 14.917 8.30 6.52 0.709 0 15.000 8.56 6.65 0.722 OI 15.083 8.84 6.78 0.735 OI 15.167 9.15 6.93 0.750 OI 15.250 9.51 7.08 0.766 OI 15.333 9.91 7.25 0.784 OI 15.417 10.22 7.44 0.802 OI 15.500 9.89 7.61 0.820 OI 15.583 9.34 7.74 0.833 OI 15.667 9.59 7.85 0.845 OI 15.750 10.43 7.99 0.859 OI 15.833 11.74 8.19 0.880 0 I 15.917 13.82 8.49 0.910 0 I 16.000 18.16 8.98 0.960 0 16.083 30.97 10.00 1.064 0 16.167 60.13 12.32 1.301 0 16.250 68.21 13.82 1.653 0 16.333 37.44 14.52 1.919 0 16.417 19.12 14.69 2.013 0 16.500 12.69 14.70 2.021 IO 16.583 11.63 14.67 2.004 IO 16.667 10.02 14.64 1.978 I 0 16.750 9.31 14.58 1.944 I 0 16.833 8.69 14.48 1.906 I 0 16.917 8.19 14.37 1.864 I 0 17.000 7.76 14.26 1.821 I 0 17.083 7.39 14.14 1.775 I 0 17.167 7.07 14.02 1.728 I 0 17.250 6.79 13.89 1.680 I 0 17.333 6.54 13.76 1.630 I 0 17.417 6.32 13.63 1.580 I 0 17.500 6.13 13.49 1.530 I 0 17.583 5.95 13.36 1.479 I 0 17.667 5.79 13.23 1.428 I 0 17.750 5.64 13.07 1.376 I 0 17.833 5.50 12.58 1.327 I 0 17.917 5.37 12.11 1.279 I 0 I I 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.44 1.45 1.47 1.48 1.50 1.52 1.54 1.56 1.58 1.60 1.62 1.65 1.68 1.71 1.74 1.77 1.81 1.85 1.89 1.92 1.94 1.98 2.02 2.08 2.18 2.38 2.84 3.48 3.95 4.08 4.09 4.07 4.03 3.99 3.92 3.85 3.77 3.69 3.61 3.53 3.44 3.35 3.26 3.17 3.08 2.99 2.90 2.80 • • 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 20.417 20.500 20.583 20.667 20.750 20.833 20.917 21.000 21.083 21.167 21.250 21.333 21.417 21.500 21.583 21.667 21.750 21.833 21.917 22.000 22.083 22.167 22.250 22.333 22.417 22.500 22.583 22.667 5.25 5.16 5.18 5.25 5.24 5.17 5.10 5.03 4.95 4.89 4.82 4.76 4.70 4.64 4.58 4.53 4.48 4.43 4.38 4.34 4.29 4.25 4.21 4.17 4.13 4.09 4.06 4.02 3.99 3.95 3.92 3.89 3.86 3.83 3.80 3.77 3.74 3.72 3.69 3.67 3.64 3.62 3.59 3.57 3.55 3.52 3.50 3.48 3.46 3.44 3.42 3.40 3.38 3.36 3.34 3.32 3.31 11.67 11.24 10.85 10.48 10.14 9.82 9.51 9.22 8.94 8.68 8.43 8.19 7.97 7.75 7.55 7.35 7.17 6.99 6.82 6.66 6.51 6.36 6.22 6.09 5.96 5.84 5.73 5.62 5.51 5.41 5.32 5.22 5.14 5.05 4.97 4.89 4.82 4.75 4.68 4.62 4.55 4.49 4.44 4.38 4.33 4.27 4.22 4.18 4.13 4.09 4.04 4.00 3.96 3.92 3.89 3.85 3.82 1.234 1.191 1.150 1.113 1.078 1.045 1.014 0.984 0.956 0.929 0. 904 0.879 0.856 0.834 0.813 0.794 0.775 0.756 0.739 0.723 0.707 0.692 0.678 0.665 0.652 0.639 0.628 0.616 0.606 0.595 0.585 0.576 0.567 0.558 0.550 0.542 0.535 0.527 0.521 0.514 0.507 0.501 0.495 0.490 0.484 0.479 0.474 0.469 0.464 0.460 0.455 0.451 0.447 0.443 0.439 0.436 0.432 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 IO IO IO IO IO IO IO IO I0 IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO 0 0 0 0 0 0 0 0 0 0 0 2.71 2.63 2.55 2.48 2.41 2.34 2.28 2.22 2.17 2.12 2.07 2.02 1.97 1.92 1.88 1.83 1.79 1.75 1.72 1.68 1.65 1.61 1.58 1.55 1.53 1.50 1.47 1.45 1.43 1.40 1.38 1.36 1.34 1.32 1.30 1.29 1.27 1.26 1.24 1.23 1.21 1.20 1.19 1.17 1.16 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.06 1.05 • • • 22.750 3.29 3.78 0.429 0 22.833 3.27 3.75 0.425 0 22.917 3.25 3.72 0.422 0 23.000 3.24 3.69 0.419 0 23.083 3.22 3.66 0.416 0 23.167 3.20 3.63 0.413 0 23.250 3.19 3.60 0.410 0 23.333 3.17 3.58 0.407 0 23.417 3.16 3.55 0.404 0 23.500 3.14 3.53 0.402 0 23.583 3.13 3.50 0.399 0 23.667 3.11 3.48 0.397 0 23.750 3.10 3.46 0.394 0 23.833 3.08 3.44 0.392 0 23.917 3.07 3.42 0.389 0 24.000 3.06 3.40 0.387 0 24.083 2.88 3.37 0.384 0 24.167 1.99 3.32 0.378 IO 24.250 0.76 3.20 0.365 IO 24.333 0.22 3.04 0.347 IO 24.417 0.06 2.87 0.327 IO 24.500 0.03 2.71 0.308 IO 24.583 0.00 2.55 0.290 IO 24.667 0.00 2.40 0.273 IO 24.750 0.00 2.26 0.257 IO 24.833 0.00 2.13 0.242 0 24.917 0.00 2.00 0.228 0 25.000 0.00 1.88 0.215 0 25.083 0.00 1.77 0.202 0 25.167 0.00 1.67, 0.190 0 25.250 0.00 1.57 0.179 0 25.333 0.00 1.48 0.168 0 25.417 0.00 1.39 0.159 0 25.500 0.00 1.31 0.149 0 25.583 0.00 1.23 0.140 0 25.667 0.00 1.16 0.132 0 25.750 0.00 1.09 0.124 0 25.833 0.00 1.03 0.117 0 25.917 0.00 0.97 0.110 0 26.000 0.00 0.91 0.104 0 26.083 0.00 0.86 0.098 0 26.167 0.00 0.81 0.092 0 26.250 0.00. 0.76 0.087 0 26.333 0.00 0.72 0.081 0 26.417 0.00 0.67 0.077 0 26.500 0.00 0.63 0.072 0 26.583 0.00 0.60 0.068 0 26.667 0.00 0.56 0.064 0 26.750 0.00 0.53 0.060 0 26.833 0.00 0.50 0.057 0 26.917 0.00 0.47 0.053 0 27.000 0.00 0.44 0.050 0 27.083 0.00 0.42 0.047 0 27.167 0.00 0.39 0.045 0 27.250 0.00 0.37 0.042 0 27.333 0.00 0.35 0.039 0 27.417 0.00 0.33 0.037 0 1.04 1.03 1.03 1.02 1.01 1.01 1.00 0.99 0.99 0.98 0.97 0.97 0.96 0.96 0.95 0.94 0.94 0.92 0.89 0.85 0.80 0.75 0.71 0.67 0.63 0.59 0.56 0.52 '0.49 0.46 0.44 0.41 0.39 0.36 0.34 0.32 0.30 0.29 0.27 0.25 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.09 • 27.500 0.00 0.31 0.035 0 27.583 0.00 0.29 0.033 0 27.667 0.00 0.27 0.031 0 27.750 0.00 0.26 0.029 0 27.833 0.00 0.24 0.027 0 27.917 0.00 0.23 0.026 0 28.000 0.00 0.21 0.024 0 28.083 0.00 0.20 0.023 0 28.167 0.00 0.19 0.022 0 28.250 0.00 0.18 0.020 0 28.333 0.00 0.17 0.019 0 28.417 0.00 0.16 0.018 0 28.500 0.00 0.15 0.017 0 28.583 0.00 0.14 0.016 0 28.667 0.00 0.13 0.015 0 28.750 0.00 0.12 0.014 0 28.833 0.00 0.12 0.013 0 28.917 0.00 0.11 0.012 0 29.000 0.00 0.10 0.012 0 29.083 0.00 0.10 0.011 0 Remaining water in basin = 0.01 (Ac.Ft) 0.09 0.08 0.08 0.07 0.07 0.06 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 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 349 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 14.697 (CFS) Total volume = 10.585 (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 - 2004 Study date: 01/27/12 Tr 18676 Basin Routing 10 Year Storm Event Line C Basin Outlet Program License Serial Number 5028 ***************"**** HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 55.039 (CFS) Total volume = 8.141 (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 = 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-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.760 3.600 8.100 13.100 14.600 15.700 0.398 0.842 1.335 1.900 2.706 0.422 0.898 1.425 2.000 2.814 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 0.11 0.00 0.000 0 0.167 0.73 0.03 0.003 0 0.250 1.62 0.10 0.011 0 0.333 2.03 0.20 0.022 OI 0.417 2.16 0.31 0.035 OI 0.500 2.19 0.42 0.048 OI 0.583 2.22 0.52 0.060 OI 0.667 2.22 0.62 0.071 OI 0.750 2.23 0.72 0.082 OI 0.833 2.23 0.81 0.092 OI 0.917 2.24 0.89 0.101 OI 1.000 2.25 0.97 0.110 OI 1.083 2.25 1.04 0.119 OI 1.167 2.26 1.12 0.127 OI 1.250 2.26 1.18 0.135 OI 1.333 2.27 1.25 0.142 OI 1.417 2.27 1.31 0.149 OI 1.500 2.28 1.36 0.155 OI 1.583 2.29 1.42 0.161 OI 1.667 2.29 1.47 0.167 OI 1.750 2.30 1.52 0.173 OI 1.833 2.30 1.56 0.178 OI 1.917 2.31 1.61 0.183 OI 2.000 2.31 1.65 0.188 OI 2.083 2.32 1.69 0.192 OI 2.167 2.33 1.72 0.196 0 2.250 2.33 1.76 0.200 0 2.333 2.34 1.79 0.204 0 2.417 2.35 1.83 0.208 0 2.500 2.35 1.86 0.211 0 2.583 2.36 1.89 0.215 0 2.667 2.36 1.91 0.218 0 2.750 2.37 1.94 0.221 0 2.833 2.38 1.97 0.224 0 2.917 2.38 1.99 0.227 0 3.000 2.39 2.01 0.229 0 3.083 2.40 2.04 0.232 0 3.167 2.40 2.06 0.234 0 3.250 2.41 2.08 0.237 0 3.333 2.42 2.10 0.239 0 3.417 2.43 2.12 0.241 0 3.500 2.43 2.13 0.243 0 3.583 2.44 2.15 0.245 0 3.667 2.45 2.17 0.247 0 13.8 27.52 41.28 Depth 55.04 (Ft.) 0.00 0.01 0.03 0.05 0.09 0.12 0.15 0.17 0.20 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.36 0.38 0.39 0.41 0.42 0.43 0.45 0.46 0.47 0.48 0.49 0.50 0.51 0.52 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.60 • • • 3.750 2.45 2.19 0.249 0 3.833 2.46 2.20 0.251 0 3.917 2.47 2.22 0.253 0 4.000 2.48 2.23. 0.254 0 4.083 2.48 2.25 0.256 0 4.167 2.49 2.26 0.257 0 4.250 2.50 2.27 0.259 0 4.333 2.51 2.29 0.261 0 4.417 2.51 2.30 0.262 0 4.500 2.52 2.31 0.264 0 4.583 2.53 2.33 0.265 0 4.667 2.54 2.34 0.266 0 4.750 2.55 2.35 0.268 0 4.833 2.55 2.36 0.269 0 4.917 2.56 2.37 0.270 0 5.000 2.57 2.39 0.272 0 5.083 2.58 2.40 0.273 0 5.167 2.59 2.41 0.274 0 5.250 2.60 2.42 0.275 0 5.333. 2.61 2.43 0.277 0 5.417 2.61 2.44 0.278 0 5.500 2.62 2.45 0.279 0 5.583 2.63 2.46 0.280 0 5.667 2.64 2.47 0.281 0 5.750 2.65 2.48 0.283 0 5.833 2.66 2.49 0.284 0 5.917 2.67 2.50 0.285 0 6.000 2.68 2.51 0.286 0 6.083 2.69 2.52 0.287 0 6.167 2.70 2.53 0.288 0 6.250 2.71 2.54 0.290 0 6.333 2.72 2.55 0.291 0 6.417 2.73 2.56 0.292 0 6.500 2.74 2.57 0.293 0 6.583 2.75 2.58 0.294 0 6.667 2.76 2.59 0.295 0 6.750 2.77 2.60 0.296 0 6.833 2.78 2.61 0.298 0 6.917 2.79 2.62 0.299 0 7.000 2.81 2.63 0.300 0 7.083 2.82 2.64 0.301 0 7.167 2.83 2.66 0.302 0 7.250 2.84 2.67 0.304 0 7.333 2.85 2.68 0.305 0 7.417 2.86 2.69 0.306 0 7.500 2.88 2.70 0.307 0 7.-583 2.89 2.71 0.308 0 7.667 2.90 2.72 0.310 0 7.750 2.91 2.73 0.311 0 7.833 2.93 2.74 0.312 0 7.917 2.94 2.75 0.313 0 8.000 2.95 2.76 0.315 0 8.083 2.97 2.78 0.316 0 8.167 2.98 2.79 0.317 0 8.250 2.99 2.80 0.319 0 8.333 3.01 2.81 0.320 0 8.417 3.02 2.82 0.321 0 0.61 0.61 0.62 0.62 0.62 0.63 0.63 0.64 0.64 0.64 0.65 0.65 0.65 0.66 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 0.71 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 0.75 0.75 0.75 0.76 0.76 0.76 0.76 0.77 0.77 0.77 0.78 0.78 0.78 • • • 8.500 3.04 2.83 0.323 0 8.583 3.05 2.85 0.324 0 8.667 3.07 2.86 0.326 0 8.750 3.08 2.87 0.327 0 8.833 3.10 2.88 0.328 0 8.917 3.11 2.90 0.330 0 9.000 3.13 2.91 0.331 0 9.083 3.14 2.92 0.333 0 9.167 3.16 2.94 0.334 0 9.250 3.18 2.95 0.336 0 9.333 3.19 2.96 0.338 0 9.417 3.21 2.98 0.339 0 9.500 3.23 2.99 0.341 0 9.583 3.25 3.01 0.342 0 9.667 3.26 3.02 0.344 0 9.750 3.28 3.04 0.346 0 9.833 3.30 3.05 0.347 0 9.917. 3.32 3.07 0.349 0 10.000 3.34 3.08 0.351 0 10.083 3.36 3.10 0.353 0 10.167 3.38 3.11 0.355 0 10.250 3.40 3.13 0.356 0 10.333 3.42 3.15 0.358 0 10.417 3.45 3.16 0.360 OI 10.500 3.47 3.18 0.362 OI 10.583 3.49 3.20 0.364 OI 10.667 3.51 3.22 0.366. OI 10.750 3.54 3.23 0.368 OI 10.833 3.56 3.25 0.370 OI 10.917 3.59 3.27 0.373 OI 11.000 3.61 3.29 0.375 OI 11.083 3.64 3.31 0.377 OI 11.167 3.66 3.33 0.379 OI 11.250 3.69 3.35 0.382 OI 11.333 3.72 3.37 0.384 OI 11.417 3.75 3.39 0.386 OI 11.500 3.78 3.41 0.389 OI 11.583 3.81 3.44 0.391 OI 11.667 3.84 3.46 0.394 0 11.750 3.87 3.48 0.397 0 11.833 3.90 3.51 0:399 0 11.917 3.93 3.53 0.402 0 12.000 3.97 3.55 0.405 0 12.083 4.00 3.58 0.408 0 12.167 4.02 3.61 0.411 0 12.250 4.04 3.63 0.413 0 12.333 4.06 3.66 0.416 0 12.417 4.10 3.69 0.419 0 12.500 4.14 3.72 0.422 0 12.583 4.18 3.74 0.425 0 12.667 4.23 3.77 0.428 0 12.750 4.27 3.81 0.431 0 12.833 4.32 3.84 0.434 0 12.917 4.37 3.87 0.438 0 13.000 4.42 3.90 0.441 0 13.083 4.47 3.94 0.445 0 13.167 4.53 3.98 0.448 0 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 0.84 0.84 0.84 0.85 0.85 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 0.93 0.93 0.94 0.94 0.95 0.95 0.96 0.97 0.97 0.98 0.99 0.99 1.00 1.01 1.01 1.02 1.03 1.03 1.04 1.05 1.05 1.06 1.07 1.08 1.08 • • • 13.250 4.58 4.01 0.452 0 13.333 4.64 4.05 0.456 0 13.417 4.70 4.09 0.460 0 13.500 4.77 4.14 0.465 0 13.583 4.84 4.18 0.469 0 13.667 '4.90 4.22 0.474 0 13.750 4.98 4.27 0.479 0 13.833 5.06 4.32 0.484 0 13.917 5.14 4.37 0.489 0 14.000 5.22 4.42 0.494 OI 14.083 5.32 4.48 0.500 OI 14.167 5.41 4.54 0.506 OI 14.250 5.52 4.60 0.512 OI 14.333 5.63 4.66 0.518 OI 14.417 5.75 4.73 0.525 OI 14.500 5.87 4.80 0.532 OI 14.583 6.00 4.87 0.540 OI 14.667 6.14 4.95 0.548 OI 14.750 6.30 5.03 0.556 OI 14.833 6.46 5.12 0.565 OI 14.917 6.65 5.21 0.575 0 15.000 6.85 5.31 0.585 0 15.083 7.07 5.42 0.596 OI 15.167 7.31 5.54 0.608 OI 15.250 7.59 5.66 0.621 OI 15.333 7.90 5.80 0.635 OI 15.417 8.14 5.94 0.649 DI 15.500 7.87 6.08 0.663 OI 15.583 7.38 6.18 0.674 OI 15.667 7.52 6.26 0.682 OI 15.750 8.16 6.36 0.693 OI 15.833 9.17 6.51 0.708 0 I 15.917 10.74 6.74 0.731 0 I 16.000 13.92 7.10 0.768 0 16.083 23.85 7.87 0.847 0 16.167 47.28 9.68 1.031 0 16.250 55.04 12.39 1.307 0 16.333 31.07 13.45 1.515 0 16.417 15.70 13.63 1.583 0 16.500 10.19 13.62 1.578 I 0 16.583 9.38 13.55 1.552 I 0 16.667 8.02 13.46 1.519 I 0 16.750 7.46 13.36 1.480 I 0 16.833 6.98 13.25 1.438 I 0 16.917 6.58 13.14 1.393 I 0 17.000 6.24 12.79 1.348 I 0 17.083 5.95 12.35 1.304 I 0 17.167 5.70 11.93 1.260 I 0 17.250 5.47 11.51 1.218 I 0 17.333 5.28 11.11 1.177 I 0 17.417 5.10 10.72 1.138 I 0 17.500 4.95 10.35 1.100 I 0 17.583 4.80 9.99 1.063 I 0 17.667 4.67 9.65 1.028 I 0 17.750 4.56 9.32 0.995 I 0 17.833 4.45 9.01 0.963 I 0 17.917 4.34 8.71 0.932 I 0 I I I I 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.20 1.21 1.22 1.24 1.25 1.27 1.28 1.30 1.32 1.34 1.36 1.38 1.40 1.43 1.46 1.49 1.52 1.55 1.57 1.59 1.61 1.65 1.70 1.78 1.95 2.32 2.86 3.24 3.36 3.35 3.30 3.24 3.17 3.10 3.02 2.94 2.85 2.77 2.68 2.60 2.52 2.45 2.38 2.31 2.24 2.18 2.12 • 18.000 4.25 8.42 0.902 I 0 18.083 4.17 8.14 0.874 I 0 18.167 4.10 7.88 0.848 I 0 18.250 4.04 7.63 0.822 I 0 18.333 3.98 7.40 0.798 I 0 18.417 3.92 7.17 0.775 I 0 18.500 3.85 6.96 0.753 I 0 18.583 3.79 6.75 0.732 IO 18.667 3.73 6.56 0.712 IO 18.750 3.68 6.37 0.693 IO 18.833 3.62 6.20 0.675 IO 18.917 3.57 6.03 0.658 IO 19.000 3.53 5.86 0.642 IO 19.083 3.48 5.71 0.626 IO 19.167 3.43 5.56 0.611 I 0 19.250 3.39 5.42 0.596 I 0 19.333 3.35 5.29 0.583 I 0 19.417 3.31 5.16 0.570 I 0 19.500 3.27 5.04 0.557 IO 19.583 3.24 4.92 0.545 IO 19.667 3.20 4.81 0.534 IO 19.750 3.17 4.71 0.523 IO 19.833 3.14 4.61 0.513 IO 19.917 3.10 4.51 0.503 IO 20.000 3.07 4.42 0.493 IO 20.083 3.04 4.33 0.484 IO 20.167 3.01 4.24 0.476 IO 20.250 2.99 4.16 0.467 IO 20.333 2.96 4.08 0.460 IO 20.417 2.93 4.01 0.452 IO 20.500 2.91 3.94 0.445 IO 20.583 2.88 3.87 0.438 IO 20.667 2.86 3.81 0.431 IO 20.750 2.83 3.74 0.425 IO 20.833 2.81 3.68 0.419 IO 20.917 2.79 3.63 0.413 IO 21.000 2.77 3.57 0.407 IO 21.083 2.75 3.53 0.401 IO 21.167 2.72 3.48 0.396 IO 21.250 2.70 3.43 0.391 0 21.333 2.68 3.39 0.386 0 21.417 2.67 3.35 0.381 0 21.500 2.65 3.31 0.377 0 21.583 2.63 3.27 0.372 0 21.667 2.61 3.23 0.368 0 21.750 2.59 3.19 0.364 0 21.833 2.58 3.16 0.360 0 21.917 2.56 3.12 0.356 0 22.000 2.54 3.09 0.352 0 22.083 2.53 3.06 0.348 0 22.167 2.51 3.03 0.345 0 22.250 2.49 2.99 0.341 0 22.333 2.48 2.96 0.338 0 22.417 2.46 2.94 0.334 0 22.500 2.45 2.91 0.331 0 22.583 2.44 2.88 0.328 0 22.667 2.42 2.85 0.325 0 2.06 2.01 1.95 1.90 1.84 1.79 1.75 1.70 1.66 1.62 1.58 1.54 1.50 1.47 1.44 1.41 1.38 1.35 1.32 1.29 1.27 1.25 1.22 1.20 1.18 1.16 1.14 1.12 1.11 1.09 1.08 1.06 1.05 1.03 1.02 1.01 0.99 0.98 0.97 0.95 0.94 0.93 0.92 0.91 0.90 0.89 0.88 0.87 0.86 0.85 0.84 0.83 0.82 0.82 0.81 0.80 0.79 • • 22.750 2.41 2.83 0.322 0 22.833 2.39 2.80 0.319 0 22.917 2.38 2.78 0.316 0 23.000 2.37 2.75 0.314 0 23.083 2.35 2.73 0.311 0 23.167 2.34 2.71 0.309 0 23.250 2.33 2.69 0.306 0 23.333 2.32 2.67 0.304 0 23.417 2.31 2.65 0.301 0 23.500 2.29 2.62 0.299 0 23.583 2.28 2.61 0.297 0 23.667 2.27 2.59 0.295 0 23.750 2.26 2.57 0.292 0 23.833 2.25 2.55 0.290 0 23.917 2.24 2.53 0.288 0 24.000 2.23 2.51 0.286 0 24.083 2.10 2.49 0.284 0 24.167 1.48 2.45 0.279 IO 24.250 0.59 2.37 0.270 IO 24.333 0.17 2.25 0.256 IO 24.417 0.05 2.13 0.242 IO 24.500 0.02 2.00 0.228 IO 24.583 0.00 1.89 0.215 IO 24.667 0.00 1.78 0.202 IO 24.750 0.00 1.67 0.190 0 24.833 0.00 1.57 0.179 0 24.917 0.00 1.48 0.169 0 25.000 0.00 1.39 0.159 0 25.083 0.00 1.31 0.149 0 25.167 0.00 1.24 0.141 0 25.250 0.00 1.16 0.132 0 25.333 0.00 1.09 0.125 0 25.417 0.00 1.03 0.117 0 25.500 0.00 0.97 0.110 0 25.583 0.00 0.91 0.104 0 25.667 0.00 0.86 0.098 0 25.750 0.00 0.81 0.092 0 25.833 0.00 0.76 0.087 0 25.917 0.00 0.72 0.082 0 26.000 0.00 0.67 0.077 0 26.083 0.00 0.63 0.072 0 26.167 0.00 0.60 0.068 0 26.250 0.00 0.56 0.064 0 26.333 0.00 0.53 0.060 0 26.417 0.00 0.50 0.057 0 26.500 0.00 0.47 0.053 0 26.583 0.00 0.44 0.050 0 26.667 0.00 0.42 0.047 0 26.750 0.00 0.39 0.045 0 26.833 0.00 0.37 0.042 0 26.917 0.00 0.35 0.039 0 27.000 0.00 0.33 0.037 0 27.083 0.00 0.31 0.035 0 27.167 0.00 0.29 0.033 0 27.250 0.00 0.27 0.031 0 27.333 0.00 0.26 0.029 0 27.417 0.00 0.24 0.027 0 0.79 0.78 0.77 0.77 0.76 0.75 0.75 0.74 0.73 0.73 0.72 0.72 0.71 0.71 0.70 0.70 0.69 0.68 0.66 0.63 0.59 0.56 0.52 0.49 0.46 0.44 0.41 0.39 0.36 0.34 0.32 0.30 0.29 0.27 0.25 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 • • 27.500 27.583 27.667 27.750 27.833 27.917 28.000 28.083 28.167 28.250 28.333 28.417 28.500 28.583 28.667 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 0.23 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.026 0 0.024 0 0.023 0 0.022 0 0.020 0 0.019 0 0.018 0 0.017 0 0.016 0 0.015 0 0.014 0 0.013 0 0.013 0 0.012 0 0.011 0 Remaining water in basin = 0.01 (Ac.Ft) 0.06 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 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 344 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 13.633 (CFS) Total volume = 8.130 (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 - 2004 Study date: 01/27/12 Tr 18676 Baisn Routing 2 Year Storm Event Line C Basin Outlet Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 32.090 (CFS) Total volume = 4.193 (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 **** RETARDING BASIN ROUTING **** 0.000 to Point/Station 1.000 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-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.760 3.600 8.100 13.100 14.600 15.700 0.398 0.842 1.335 1.900 2.706 0.422 0.898 1.425 2.000 2.814 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 0.04 0.00 0.000 0 0.167 0.28 0.01 0.001 0 0.250 0.65 0.04 0.004 0 0.333 0.84 0.08 0.009 0 0.417 0.90 0.13 0.014 0 0.500 0.92 0.17 0.020 0 0.583 0.94 0.22 0.025 0 0.667 0.94 0.26 0.029 0 0.750 0.94 0.30 0.034 0 0.833 0.94 0.34 0.038 0 0.917 0.95 0.37 0.042 0 1.000 0.95 0.41 0.046 0 1.083 0.95 0.44 0.050 0 1.167 0.95 0.47 0.053 0 1.250 0.96 0.50 0.057 0 1.333 0.96 0.52 0.060 0 1.417 0.96, 0.55 0.063 0 1.500 0.97 0.57 0.065 0 1.583 0.97 0.60 0.068 0 1.667 0.97 0.62 0.070 0 1.750 0.98 0.64 0.073 0 1.833 0.98 0.66 0.075 0 1.917 0.98 0.68. 0.077 0 2.000 0.98 0.70 0.079 0 2.083 0.99 0.71 0.081 0 2.167 0.99 0.73 0.083 0 2.250 0.99 0.74 0.085 0 2.333 1.00 0.76 0.086 0 2.417 1.00 0.77 0.088 0 2.500 1.00 0.79 0.090 OI 2.583 1.01 0.80 0.091 OI 2.667 1.01 0.81 0.092 OI 2.750 1.01 0.82 0.094 OI 2.833 1.02 0.83 0.095 OI 2.917 1.02 0.85 0.096 OI 3.000 1.02 0.86 0.098 oI 3.083 1.03 0.87 0.099 OI 3.167 1.03 0.88 0.100 OI 3.250 1.03 0.88 0.101 OI. 3.333 1.04 0.89 0.102 OI 3.417 1.04 0.90 0.103 OI 3.500 1.05 0.91 0.104 OI 3.583 1.05 0.92 0.105 OI 3.667 1.05 0.93 0.106 OI 8.0 16.04 24.07 32 Depth 09 (Ft.) 0.00 0.00 0.01 0.02 0.03 0.05 0.06 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.15 0.15 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 0.20 0.21 0.21 0.21 0.22 0.22 0.23 0.23 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.25 0.26 0.26 • • • 3.750 1.06 0.93 0.106 OI 3.833 1.06 0.94 0.107 OI 3.917 1.06 0.95 0.108 OI 4.000 1.07 0.96 0.109 OI 4.083 1.07 0.96 0.110 OI 4.167 1.08 0.97 0.110 OI 4.250 1.08 0.98 0.111 OI 4.333 1.08 0.98 0.112 OI 4.417 1.09 0.99 0.112 OI 4.500 1.09 0.99 0.113 OI 4.583 1.10 1.00 0.114 0I 4.667 1.10 1.01 0.115 0 4.750 1.11 1.01 0.115 0 4.833 1.11 1.02 0.116 0 4.917 1.11 1.02 0.116 0 5.000 1.12 1.03 0.117 0 5.083 1.12 1.03 0.118 0 5.167 1.13 1.04 0.118 0 5.250 1.13 1.04 0.119 0 5.333 1.14 1.05 0.120 0 5.417 1.14 1.06 0.120 0 5.500 1.15 1.06 0.121 0 5.583 1.15 1.07 0.121 0 5.667 1.16 1.07 0.122 0 5.750 1.16 1.08 0.123 0 5.833 1.17 1.08 0.123 0 5.917 1.17 1.09 0.124 0 6.000 1.18 1.09 0.124 0 6.083 1.18 1.10 0.125 0 6.167 1.19 1.10 0.125 0 6.250 1.19 1.11 0.126 0 6.333 1.20 1.11 0.127 0 6.417 1.20 1.12 0.127 0 6.500 1.21 .1.12 0.128 0 6.583 1.22 1.13 0.128 0 6.667 1.22 1.13 0.129 0 6.750 1.23 1.14 0.130 0 6.833 1.23 1.14 0.130 0 6.917 1.24 1.15 0.131 0 7.000 1.24 1.15 0.132 0 7.083 1.25 1.16 0.132 0 7.167 1.26 1.17 0.133 0 7.250 1.26 1.17 0.133 0 7.333 1.27 1.18 0.134 0 7.417 1.28 1.18 0.135 0 7.500 1.28 1.19 0.135 0 7.583 1.29 1.19 0.136 0 7.667 1.30 1.20 0.137 0 7.750 1.30 1.21 0.137 0 7.833 1.31 1.21 0.138 0 7.917 1.32 1.22 0.139 0 8.000 1.32 1.22 0.139 0 8.083 1.33 1.23 0.140 0 8.167 1.34 1.24 0.141 0 8.250 1.35 1.24 0.141 0 8.333 1.35. 1.25 0.142 0 8.417 1.36 1.25 0.143 0 0.26 0.26 0.26 0.27 0.27 0.27 0.27 0.27 0.27 0.28 0.28 0.28 0.28 0.28 0.28 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.30 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 0.32 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 • • • 8.500 1.37 1.26 0.144 0 8.583 1.38 1.27 0.144 0 8.667 1.39 1.27 0.145 0 8.750 1.39 1.28 0.146 0 8.833 1.40 1.29 0.147 0 8.917 1.41 1.30 0.148 0 9.000 1.42 1.30 0.148 0 9.083 1.43 1.31 0.149 0 9.167 1.44 1.32 0.150 0 9.250 1.45 1.32 0.151 0 9.333 1.46 1.33 0.152 0 9.417 1.47 1.34 0.153 0 9.500 1.48 1.35 0.153 0 9.583 1.49 1.36 0.154 0 9.667 1.50 1.36 0.155 0 9.750 1.51 1.37 0.156 0 9.833 1.52 1.38 0.157 0 9.917 1.53 1.39 0.158 0 10.000 1.54 1.40 0.159 0 10.083 1.55 1.41 0.160 0 10.167 1.56 1.41 0.161 0 10.250 1.57 1.42 0.162 0 10.333 1.59 1.43 0.163 0 10.417 1.60 1.44 0.164 0 10.500 1.61 1.45 0.165 0 10.583 1.62 1.46 0.166 0 10.667 1.64 1.47 0.168 0 10.750 1.65 1.48 0.169 0 10.833 1.66 1.49 0.170 0 10.917 1.68 1.50 0.171 0 11.000 1.69 1.51 0.172 0 11.083 1.71 1.52 0.174 0 11.167 1.72 1.54 0.175 0 11.250 1.74 1.55 0.176 0 11.333 1.75 1.56 0.177 0 11.417 1.77 1.57 0.179 0 11.500 1.79 1.58 0.180 0 11.583 1.80 1.60 0.182 0 11.667 1.82 1.61 0.183 0 11.750 1.84 1.62 0.185 0 11.833 1.86 1.63 0.186 0 11.917 1.88 1.65 0.188 0 12.000 1.90 1.66 0.189 0 12.083 1.94 1.68 0.191 0 12.167 2.10 1.70 0.193 OI 12.250 2.32 1.73 0.197 OI 12.333 2.44 1.77 0.201 OI 12.417 2.50 1.81 0.206 OI 12.500 2.53 1.85 0.211 OI 12.583 2.56 1.89 0.215 OI 12.667 2.59 1.93 0.220 OI 12.750 2.61 1.97 0.224 OI 12.833 2.64 2.01 0.229 0 12.917 2.67 2.05 0.233 0 13.000 2.70 2.08 0.237 0 13.083 2.73 2.12 0.242 0 13.167 2.76 2.16 0.246 0 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.40 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 0.45 0.46 0.46 0.47 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 • • 13.250 2.79 2.19 0.250 13.333 2.83 2.23 0.254 13.417 2.86 2.27 0.258 13.500 2.90 2.30 0.262 13.583 2.94 2.34 0.266 13.667 2.97 2.37 0.270 13.750 3.02 2.41 0.275 13.833 3.06 2.45 0.279 13.917 3.11 2.48 0.283 14.000 3.16 2.52 0.287 14.083 3.21 2.56 0.292 14.167 3.26 2.60 0.296 14.250 3.32 2.64 0.301 14.333 3.38 2.68 0.306 14.417 3.45 2.73 0.310 14.500 3.52 2.77 0.316 14.583 3.59 2.82 0.321 14.667 3.67 2.86 0.326 14.750 3.76 2.91 0.332 14.833 3.85 2.97 0.338 14.917 3.95 3.02 0.344 15.000 4.06 3.08 0.351 15.083 4.19 3.14 0.358 15.167 4.32 3.21 0.365 15.250 4.47 3.28 0.373 15.333 4.64 3.35 0.382 15.417 4.76 3.43 0.391 15.500 4.57 3.50 0.399 15.583 4.20 3.55 0.405 15.667 4.20 3.59 0.409 15.750 4.51 3.64 0.414 15.833 5.05 3.72 0.422 15.917 5.87 3.83 0.433 16.000 7.38 4.01 0.452 16.083 12.48 4.40 0.491 16.167 25.82 5.36 0.590 16.250 32.09 6.90 0.747 16.333 19.39 8.12 0.873 16.417 9.75 8.55 0.915 16.500 6.04 8.50 0.911 16.583 5.59 8.33 0.893 16.667 4.72 8.12 0.872 16.750 4.43 7.89 0.849 16.833 4.16 7.66 0.825 16.917 3.94 7.42 0.801 17.000 3.75 7.19 0.777 17.083 3.58 6.96 0.753 17.167 3.44 6.73 0.730 17.250 3.31 6.51 0.708 17.333 3.20 6.30 0.686 17.417 3.10 6.10 0.665 17.500 3.01 5.90 0.645 17.583 2.93 5.71 0.625 17.667 2.85 5.52 0.607 17.750 2.79 5.35 0.589 17.833 2.72 5.18 0.571 17.917 2.66 5.02 0.555 0 0 0 0 0 0 OI OI OI OI OI OI OI OI OI OI OI OI OI OI 0 OI OI OI OI OI OI OI OI OI OI O I O I O I 0 0 0 0 OI I 0 I 0 I 0 I 01 I 01 I 01 I 01 I 0 I 0 I 0 I 0 I 0 I 0 1 I 0 I 0 I 0 I 0 I 0 I I I 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.70 0.71 0.72 0.73 0.75 0.76 0.77 0.78 0.80 0.81 0.82 0.84 0.86 0.87 0.89 0.91 0.93 0.95 0.97 0.99 1.00 1.01 1.03 1.05 1.09 1.18 1.39 1.73 2.00 2.09 2.08 2.05 2.00 1.95 1.90 1.85 1.80 1.75 1.70 1.65 1.60 1.55 1.51 1.47 1.43 1.39 1.35 1.31 • • • 18.000 2.61 4.86 0.539 I 0 18.083 2.53 4.71 0.524 I 0 18.167 2.35 4.56 0.509 I 0 18.250 2.11 4.41 0.493 I 0 18.333 1.96 4.26 0.477 I 0 18.417 1.89 4.11 0.462 I 0 18.500 1.84 3.96 0.447 I 0 18.583 1.80 3.82 0.433 I 0 18.667 1.77 3.69 0.419 I 0 18.750 1.74 3.57 0.406 I 0 18.833 1.70 3.46 0.394 I 0 18.917 1.68 3.35 0.382 I 0 19.000 1.65 3.25 0.371 I 0 19.083 1.62 3.16 0.360 I 0 19.167 1.60 3.07 0.349 I 0 19.250 1.57 2.98 0.339 IO 19.333 1.55 2.90 0.330 IO 19.417 1.53 2.82 0.321 IO 19.500 1.51 2.74 0.312 IO 19.583 1.48 2.67 0.304 IO 19.667 1.46 2.60 0.296 IO 19.750 1.45 2.53 0.288 IO 19.833 1.43 2.47 0.281 10 19.917 1.41 2.41 0.274 IO 20.000 1.39 2.35 0.267 IO 20.083 1.38 2.29 0.261 IO 20.167 1.36 .2.24 0.255 IO 20.250 1.34 2.18 0.249 IO 20.333 1.33 2.13 0.243 IO 20.417 1.32 2.09 0.238 IO 20.500 1.30 2.04 0.232 IO 20.583 1.29 2.00 0.227 0 20.667 1.27 1.96 0.223 0 20.750 1.26 1.91 0.218 0 20.833 1.25 1.88 0.214 0 20.917 1.24 1.84 0.209 0 21.000 1.23 1.80 0.205 0 21.083 1.21 1.77 0.201 0 21.167 1.20 1.74 0.198 0 21.250 1.19 1.70 0.194 0 21.333 1.18 1.67 0.191 0 21.417 1.17 1.64 0.187 0 21.500 1.16 1.62 0.184 0 21.583 1.15 1.59 0.181 0 21.667 1.14 1.56 0.178 0 21.750 1.13 1.54 0.175 0 21.833 1.12 1.51 0.172 0 21.917 1.11 1.49 0.170 0 22.000 1.10 1.47 0.167 0 22.083 1.10 1.45 0.165 0 22.167 1.09 1.43 0.162 0 22.250 1.08 1.41 0.160 0 22.333 1.07 1.39 0.158 0 22.417 1.06 1.37 0.156 0 22.500 1.06 1.35 0.154 0 22.583 1.05 1.33 0.152 0 22.667 1.04 1.32 0.150 0 1.28 1.25 1.21 1.18 1.15 1.11 1.08 1.05 1.02 0.99 0.96 0.93 0.90 0.88 0.85 0.83 0.80 0.78 0.76 0.74 0.72 0.70 0.69 0.67 0.65 0.64 0.62 0.61 0.59 0.58 0.57 0.55 0.54 0.53 0.52 0.51 0.50 0.49 0.48 0.47 0.46 0.46 0.45 0.44 0.43 0.43 0.42 0.41 0.41 0.40 0.40 0.39 0.39 0.38 0.37 0.37 0.37 • • • 22.750 1.03 1.30 0.148 10 22.833 1.03 1.28 0.146 10 22.917 1.02 1.27 0.144 10 23.000 1.01 1.25 0.143 10 23.083 1.01 1.24 0.141 10 23.167 1.00 1.23 0.140 IO 23.250 0.99 1.21 0.138 IO 23.333 0.99 1.20 0.137 IO 23.417 0.98 1.19 0.135 IO 23.500 0.97 1.17 0.134 I0 23.583 0.97 1.16 0.132 IO 23.667 0.96 1.15 0.131 IO 23.750 0.96 1.14 0.130 IO 23.833 0.95 1.13 0.129 .IO 23.917 0.95 1.12 0.127 IO 24.000 0.94 1.11 0.126 IO 24.083 0.89 1.10 0.125 IO 24.167 0.65 1.08 0.123 IO 24.250 0.28 1.04 0.119 IO 24.333 0.09 0.99 0.113 0 24.417 0.03 0.94 0.107 0 24.500 0.01 0.88 0.100 0 24.583 0.00 0.83 0.095 0 24.667 0.00 0.78 0.089 0 24.750 0.00 0.74 0.084 0 24.833 0.00 0.69 0.079 0 24.917 0.00 0.65 0.074 0 25.000 0.00 0.61 0.070 0 25.083 0.00 0.58 0.066 0 25.167 0.00 0.54 0.062 0 25.250 0.00 0.51 0.058 0 25.333 0.00 0.48 0.055 0 25.417 0.00 0.45 0.052 0 25.500 0.00 0.43 0.049 0 25.583 0.00 0.40 0.046 0 25.667 0.00 0.38 0.043 0 25.750 0.00 0.36 0.041 0 25.833 0.00 0.34 0.038 0 25.917 0.00 0.32 0.036 0 26.000 0.00 0.30 0.034 0 26.083 0.00 0.28 0.032 0 26.167 0.00 0.26 0.030 0 26.250 0.00 0.25 0.028 0 26.333 0.00 0.23 0.027 0 26.417 0.00 0.22 0.025 0 26.500 0.00 0.21 0.024 0 26.583 0.00 0.19 0.022 0 26.667 0.00 0.18 0.021 0 26.750 0.00 0.17 0.020 0 26.833 0.00 0.16 0.018 0 26.917 0.00 0.15 0.017 0 27.000 0.00 0.14 0.016 0 27.083 0.00 0.14 0.015 0 27.167 0.00 0.13 0.015 0 27.250 0.00 0.12 0.014 0 27.333 0.00 0.11 0.013 0 27.417 0.00 0.11 0.012 0 0.36 0.36 0.35 0.35 0.34 0.34 0.34 0.33 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.31 0.30 0.30 0.29 0.28 0.26 0.24 0.23 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 • 27.500 0.00 0.10 0.011 O I I I I 0.03 Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 330 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.546 (CFS) Total volume = 4.182 (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 *********************************************************************** Ultimate Condition Line "E" 18" RCP Detention Basin Outlet Pipe • Detention Basin Routing Input Parameters • Lime II Tract 18676 Detention Basin Volume Table Elevation Elevation Area (sf) Average Area (sf) Depth (ft) Voume (cf) Volume (ac-ft) 1280.0 10,600 11,600 1.0 11,600 0.27 1281.0 12,600 13,620 1.0 13,620 0:31 1282.0 14,640 15,700 1.0 15,700 0.36 1283.0 16,760 17,800 1.0 17,800 0.41 1284.0 18,840 19,900 1.0 19,900 0.46 1285.0 20,960 22,240 1.0 22,240 0.51 1286.0 23,520 24,660 1.0 24,660 0.57 1287.0 25,800 26,960 1.0 26,960 0.62 1288.0 28,120 152,480 3.50 • • FILE: line.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 1 Date: 1-21-2012 Time:12: 5:17 ****************************************************************************************************************** ******** I Invert I Depth I Water Station I Elev I (FT) I Elev - 1- -1- -1- L/Elem ICh Slope I I I I I Q (CFS) 1003.890 1275.100 .310 1275.410 4.00 - 1- -I- -1- -I- 8.000 .1775 I I I I 1011.890 1276.520 .314 1276.834 4.00 - 1- -I- -I- -1- 6.275 .1777 I I I 1 1018.165 1277.635 .319 1277.954 4.00 -1- -I- -I- -I- 6.959 .1777 1 I I I 1025.125 1278.872 .330 1279.202 4.00 - I- -I- -I- -I- 4.436 .1777 I I 1 I 1029.560 1279.660 .342 1280.002 4.00 - I- -I- -I- -1- 1.610 .1776 I I I 1 1031.170 1279.946 .347 1280.293 4.00 - I- -I- -I- -1- 2.765 .1776 I I I I 1033.935 1280.437 .359 1280.796 4.00 - I- •-1- -I- -I 2.160 .1776 I 1 I I 1036.095 1280.821 .372 1281.193 4.00 - I- -I- -1- -I- 1.750 .1776 I I I I 1037.845 1281.131 .385 1281.516 4.00 - I- -I- -I- -I- 1.448 .1776 Vel Vel (FPS) Head SF Ave *******I******* 15.16 3.57 - -1- - .1615 14.91 - -1- 14.51 - -1- 13.83 - -1- 13.19 - -1- 12.87 - -1- 12.27 - -1- 11.70 - -1- 3.45 .1518 3.27 .1366 2.97 .1195 2.70 .1077 2.57 .0974 2.34 .0852 2.13 .0746 11.15 1.93 - -1- .0652 Energy I Super ICritical1Flow ToplHeight/ Grd.E1.1 Elev I Depth I Width IDia.-FT - -I- -I- -I- -I- - HF ISE DpthlFroude NlNorm Dp 1 "N" *********I*******I********I********I******* I I 1 1 1278 98 .00 .77 1.21 1.500 - -1- -I- -I- -I- - 1 29 .31 5.73 .30 .013 I I I I 1280 29 .37 .77 1.22 1.500 - -I- -I- -I- -I- - 95 .69 5.60 .30 .013 I 1 1 1 1281 22 .36 .77 1.23 1.500 - -I- -I- -I- -I- - 95 .68 5.40 .30 .013 I I 1 I 1282 17 .33 .77 1.24 1.500 - -1- -I- -I- -I- - .53 .66 5.05 .30 .013 I I I I 1282.70 .00 .77 1.26 1.500 - -I- -I- -I- -I- - .17 .34 4.74 .30 .013 I I 1 I 1282.86 .00 .77 1.27 1.500 - -I- -I- -I- -I - .27 .35 4.58 .30 .013 I 1 I I 1283.13 .00 .77 1.28 1.500 - -I- -1- -I- -I- - .18 .36 4.28 .30 .013 I I I I 1283.32 .00 .77 1.30 1.500 - -I- -I- -I- -I- - .13 .37 4.01 .30 .013 I I 1 I 1283.45 .00 .77 1.31 1.500 - -I- -1- -I- -I- - .09 .39 3.76 .30 .013 Base Wt or I.D. X-Fall ******* ZL ZR ***** .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 - -1- .00 .00 .000 .00 - -I- .00 .00 .000 .00 . 00 .00 .000 - -1- . 00 .000 .00 .000 .00 .000 - -1- .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE 1 .00 1 .0 .00 PIPE I I .00 1 •.0 .00 PIPE .00 1 .0 .00 PIPE • • FILE: line.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 2 Date: 1-21-2012 Time:12: 5:17 ******************************************************************r********r*******************r************************** ******** Station L/Elem ********* 1039.293 1.209 1040.502 1.028 1041.529 .874 1042.403 .753 1043.156 .646 1043.802 .554 1044.356 .481 1044.837 .412 1045.250 .352 Invert 1 Depth Elev 1 (FT) -1- Ch Slope I *********I****-**** 1281.388 - -1 .1776 1281.603 -1- .1776 1281.785 .398 Water 1 Q Elev 1 (CFS) *********I********* 1281.786 4.00 .412 1282.015 -I -1- I .426 1282.212 - -1- -1- -1- .1776 1 1281.941 .441 1282.382 .1776 1282.074 .1776 1282.189 -1- .1776 1282.287 .1776 1282.373 _1_ .1776 I 1282.446 .1776 I I .456 1282.530 -I- -I- .472 1282.661 .489 1282.776 -1 -1- .506 1282.879 I 1 .524 1282.970 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Vel Vel (FPS) Head Energy Grd.E1. SF Ave' HF *******I*******I********* Super 1CriticallFlow ToplHeight/ Elev 1 Depth 1 Width 1Dia.-FT - -I- -1- -I- SE Dpth1Froude N1Norm Dp 1 "N" *******I********I********I******* 10.64 1.76 1283.54 -1- -I -I- .0571 .07 1 I 10.14 1.60 1283.61 - -1- -I -1- .0499 .05 I I 9.67 1.45 1283.66 - -I- -I- -1- .0437 .04 I I 9.22 1.32 1283.70 -I- -1- -I- .0382 .03 1 I 8.79 1.20 1283.73 - -1 -I -1- .0335 .02 1 I 8.38 1.09 1283.75 - -I- -I- -1- .0293 .02 I I 7.99 .99 1283.77 - -1- -1- -1- .0257 .01 I 1 7.62 .90 1283.78 - -I- -I- -1- .0225 .01 1 I 7.26 .82 1283.79 -I- -1 -I .0197 .01 Base Wt or I.D. X-Fall No Wth ZL Prs/Pip ZR ***** Type Ch ******* I I I .00 .77 1.32 1.500 .000 .00 1 .0 -I- -1- -I- - - - .40 3.52 .30 .013 .00 .00 PIPE I I 1 .00 .77 1.34 1.500 .000 .00 1 0 -I- -I- -1- - - - .41 3.29 .30 .013 .00 .00 PIPE 1 I 1 .00 .77 1.35 1.500 .000 .00 1 0 - 1- -I- -1- - - - - - .43 3.08 .30 .013 .00 .00 PIPE 1 I I .00 .77. 1.37 1.500 .000 .00 1 .0 -1- -I- -I- -I- - - - .44 2.88 .30 .013 .00 .00 PIPE 1 I I I I .00 .77 1.38 1.500 .000 .00 1 0 -1- -1 -1- -1- - - 1- .46 2.70 .30 .013 .00 .00 PIPE I I 1 I .00 .77 1.39 1.500 .000 .00 1 0 - 1- -1- -I- -1- - - 1- .47 2.52 .30 .013. .00 .00 PIPE I I I I I .00 .77 1.41 1.500 .000 .00 1 .0 - I--1- -1- -1- - - 1- .49 2.36 .30 .013 .00 .00 PIPE I I I I 1 .00 .77 1.42 1.500 .000 .00 1 .0 -1- -1- -I- -I- - - 1- .51 2.21 .30 .013 -.00 .00 PIPE I 1 I I I .00 .77 1.43 1.500 .000 .00 1 .0 - I- -I- -I- -I- - - 1- .52 2.06 • .30 .013 .00 .00 PIPE • • FILE: line.WSW Station L/Elem ********* 1045.601 .304 1045.905 .250 Invert Elev C- h Slope ********* 1282.508 .1776 1282.562 .1776 1046.155 1282.607 .213 .1776 1046.368 1282.645 .174 .1776 1046.542 1282.675 .138 .1776 1046.680 1282.700 12.389 .0100 1059.069 11.033 1070.102 9.253 1074.355 1.862 1282.829 .0100 1282.934 .0100 1282.977 .0100 W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth (FT) ******** Water Elev ********* .543 1283.052 .562 1283.125 .583 1283.190 .604 1283.249 .626 1283.302 .649 1283.349 .659 1283.483 .683 1283.617 .709 1283.686 4 (CFS) ********* 4.00 Vel vel (FPS) Head SF Ave 6.93 .74 - -1- .0173 4.00 6.60 .68 .0152 4.00 9.00 4.00 4.00 4.00 4.00 4.00 6.30 .62 .0133 6.00 5.72 .56 .0117 .51 .0103 5.46 .46 - -I- .0093 5.35 5.10 .44 .0085 .40 .0075 4.86 .37 .0066 Energy I Super (Critical Grd.E1.I Elev I Depth HF ISE DpthlFroude N I I 1283 80 .00 .77 -1- -1- 01 .54 1.93 I I 1283 80 .00 .77 -I- -I- - 00 .56 1.80 I I 1283 81 .00 .77 - -I- -I- - 00 .58 1.68 1283 81 .00 .77 - -I- -1- .00 .60 1.57 I I 1283.81 .00 .77 -I- -I- - .00 .63 1.47 I I 1283.81 .00 .77 .12 .65 1.37 I I 1283.93 .00 .77 -I- -I- - .09 .66 1.33 I I 1284.02 .00 .77 .03 .68 1.24 I I 1284.05 .00 .77 - -I- -I- - .01 .71 1.16 Flow Top Width Norm Dp ******** 1.44 .30 1.45 .30 1.46 .30 1.47 .30 1.48 .30 1.49 .64 1.49 .64 1.49 .64 1.50 .64 PAGE 3 Date: 1-21-2012 Time:12: 5:17 Height/ Dia.-FT - "N., ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .013 .00 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE • • FILE: line.WSW Station L/Elem ********* W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Invert Depth Water Elev (FT) Elev Ch Slope ********* ******** ********* 1076.216 1282.995 .464 ' .0100 .736 1283.731 1076.680 1283.000 .765 1283.766 WALL ENTRANCE I I 1076.680 1283.000 1.208 1284.208 * 4 (CFS) 4.00 Vel Vel (FPS) Head SF Ave *****I******* 4.63 .33 4.00 4.41 4.00 .33 .0058 .30 Energy Grd.E1. HF ********* 1284.06 .00 1284.07 .00 1284.21 Super Elev SE Dpth ******* .00 .74 .00 .00 Critical Depth Froude N ******** .77 1.08 .77 .17 Flow Top Width Norm Dp 1.50 PAGE 4 Date: 1-21-2012 Time:12: 5:17 Height/ Dia.-FT ******* 1.500 .64 .013 1.50 1.500 10.00 8.000 Base Wt or I.D. X-Fall ******* .000 .00 No Wth ZL Prs/Pip ZR ***** Type Ch ******* .00 1 .0 .00 PIPE .000 .00 1 .0 10.000 .00 0 .0 FILE: line.WSW Station L/Elem ********* 1003.890 8.000 1011.890 3.027 1014.917 6.410 Invert Elev Ch Slope • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia.-FT or I D. SF Ave HF SE Dpth ******** ********* ********* *******I******* ********* ******* PAGE Date: 1-21-2012 Time:12: 5:17 1275.100 -1- .1775 1276.520 -1- .1777 1 1277.058 -1- .1777 .454 1275.554 .466 1276.986 .471 1277.529 1021.327 1278.197 .488 1278.685 - - -I- 4.657 .1777 1025.984 1279.025 .505 1279.530 3.576 .1777 1029.560 1279.660 2.855 .1776 1 1032.415 1280.167 2.354 .1776 .524 1280.184 .542 1280.709 1034.769 1280.585 .561 1281.146 - - -I- 1.958 .1776 1 1 1036.728 1280.933 - 1 -1- 1.650 .1776 .581 1281.514 8.00 8.00 8.00 17.70 17.12 - -1- 16.81 4.86 .1391 4.55 .1293 4.39 .1181 8 00 16.02 3.99 - 1- -1- .1035 8 00 15.28 3.63 .0907 8.00 14.57 3.30 -1- -1- - .0796 8.00 -1- i 13.90 -I- 8.00 13.25 - 1- -1- 1 8.00 12.63 2.48 - 1- -I- - .0537 3.00 .0698 2.73 .0612 1280.42 1.11 1281.53 .39 1281.92 .76 1282.67 .48 1283.15 -1- .32 1283.48 .23 1283.71 -1- .16 1283.87 - -1- .12 1283.99 .09 .00 .45 .56 1.03 .54 1.01 .50 .99 .46 .96 .00 .52 .00 .54 .00 .56 .00 .58 Froude NlNorm Dp "N" X-Fall ********1******** ******* ******* 1.10 1.38 1.500 .000 -1- - - - 5 45 .43 .013 .00 1.10 1.39 1.500 .000 5 20 .43 .013 .00 I I 1.10 1.39 1.500 .000 5 07 .43 .013 .00 1 I I 1.10 1.41 1.500 .000 -I- -I- -I- 4.74 .43 .013 .00 1 I I 1.10 1.42 1.500 .000 -I- -I- -I- 4.43 .43 .013 .00 I I I 1.10 1.43 1.500 .000 -1- -1- -1- 4.14 .43 .013 .00 1 I 1.10 1.44 1.500 .000 - -1- -1- -1- 3.88 .43 .013 .00 I- 1 1 1.10 1.45 1.500 .000 -I- -1- -1- - 3.62 .43 .013 .00 1 1 I 1.10 1.46 1.500 .000 - -I- -I- -I- 3.38 .43 .013' .00 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 . 00 .00 Type Ch ******* 1 .0 PIPE 1 - .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 . 00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE FILE: line.WSW Station L/Elem ********* 1038.377 1.402 1039.779 1.199 1040.978 1.029 1042.007 .885 1042.892 .762 1043.654 .649 1044.303 .556 1044.859 .474 1045.334 .396 • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Invert I Depth Elev I (FT) Ch Slope I *********I******** 1281.226 .1776 1281.475 .1776 1281.687 .1776 1281.870 .1776 I 1282.027 .1776 1282.163 .1776 1282.278 .1776 1282.377 .1776 1282.461 .1776 Water Elev ********* .602 1281.828 .624 1282.099 .647 1282.334 .671 1282.541 .696 1282.723 .722 1282.885 .750 1283.028 .779 1283.156 .809 1283.270 0 (CFS) ********* 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Vel Vel I Energy (FPS) Head I Grd.El. SF Ave' HF *******I*******I********* 12.05 2.25 1284.08 - -I- -I- .0471 .07 11.49 2.05 1284.15 0414 .05 10.95 1.86 1284.20 0364 .04 10.44 1.69 1284.23 0320 .03 9.96 1.54 1284.26 .0281 .02 9.49 1.40 1284.28 .0247 .02 9.05 8.63 8.23 1.27 1284.30 .0218 .01 1.16 1284.31 .0192 .01 1.05 1284.32 .0169 .01 Super Elev S- E Dpth ******* .00 .60 .00 .62 .00 .65 .00 .67 .00 .70 .00 ,72 .00 .75 .00 .78 .00 .81 CriticallFlow Top Depth I Width Froude NINorm Dp ********1******** 1.10 1.47 - -I- 3.16 .43 1.10 1.48 2.95 .43 1.10 1.49 2.75 .43 1.10 1.49 2.57 .43 1.10 1.50 2.39 .43 1.10 1.50 - -I- 2.23 .43 1.10 1.50 2.08 .43 1.10 1.50 -1- 1.93 .43 1.10 1.50 1.80 .43 PAGE 2 Date: 1-21-2012 Time:12: 5:17 Height/IBase Wt Dia.-FTIor I.D. - "N" I' X-Fall 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 .000 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .000 .00 -I- .00 .00 .000 .00 -I- .00 .00 .000 .00 -I- .00 .00 .000 .00 -I- .00 .00 .000 .00 -I- .00 .00 No Wth Prs/Pip Type Ch ******* 1 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE FILE: line.WSW • • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 3 Date: 1-21-2012 Time:12: 5:17 ******** Invert 1 Depth Water Q Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt No Wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.E1. Elev 1 Depth 1 Width Dia.-FT or I.D. ZL Prs/Pip -- -1- -- -- -- -1- -- -- -1- -1- -- -- -- - L/Elem Ch Slope 1 SF Ave HF SE DpthlFroude N1Norm Dp "N" X-Fall ********* *********I******** ********* ********* *******I******* ********* *******I********I******** ******* ******* I I I 1045.729 1262.531 .841 1283.372 8.00 7.84 .96 1284.33 .00 1.10 1.49 1.500 - -I- - - - - - - -I- - - - - -1- . -I- - - - .331 .1776 .0150 .00 .84 1.67 .43 .013 I I 1046.061 1282.590 .874 1283.464 8.00 7.48 .87 1284.33 .00 1.10 1.48 1.500 - - -1- - - -1- - - - - -I- -1- - - - .261 .1776 .0132 .00 .87 1.55 .43 .013 I I 1046.322 1282.636 .910 1283.547 8.00 7.13 .79 1284.34 .00 1.10 1.47 - - -I- - -I- - - .210 .1776 .0117 .00 I 1046.532 1282.674 .947 1283.621 8.00 6.80 .72 - -I- .148 1046.680 16.396 1063.076 11.451 1074.527 2.153 .1776 1282.700 - -I .0100 1282.864 - -I .0100 .988 1283.688 1.003 1283.867 1282.979 1.047 .0100 1076.680 1283.000 WALL ENTR- ANCE I I 1076.680 1283.000 1.096 1.941 1284.026 1284.096 1284.941 8.00 8.00 8.00 8.00 8.00 .0104 6.48 .65 .0096 6.37 .63 .0088 6.07 .57 - -I- .0079 5.78 .41 1284.34 .00 1284.34 .16 1284.50 .10 1284.60 .02 .52 1284.62 .00 1284.94 - -1- -I- .91 1.44 .43 I I .00 1.10 1.45 - -1- -1- .95 1.33 .43 I I .00 1.10 1.42 - -I- -1- .99 1.23 .98 1 .00 1.10 1.41 - -1- -1- 1.00 1.19 .98 1 .00 1.10 1.38 - -1- -1- 1.05 1.09 .98 I .00 1.10 1.33 - -1- -I- I .00 .27 10.00 - -1- -1- 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 8.000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 10.000 ZR ***** .00 Type Ch ******* 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE • .00 1 .0 .00 PIPE .00 .00 1 .0 0 .0 FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Invert Depth Water Q Vel Vel Station Elev (FT) Elev (CFS) (FPS) Head L/Elem C- h Slope ********* ********* ******** ********* ********* 1003.890 8.000 1011.890 3.878 1015.768 5.776 1021.545 4.456 1026.001 3.559 1029.560 2.204 1031.764 2.530 1034.294 2.136 1036.430 1.806 1275.100 .1775 1276.520 .1777 1277.209 .1777 1278.236 .1777 1279.028 .1777 1279.660 .1776 1280.051 .1776 1280.500 .1776 1280.880 .1776 .579 1275.679 .596 1277.116 .607 1277.816 .629 1278.865 .652 1279.680 .677 1280.337 .695 1280.746 .722 1281.223 - -1- 1 .749 1281.629 - -1- 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 -1- SF Ave *******1******* 19.09 - -I- 5.66 .1245 18.34 5.22 17.89 - -1- 17.06 - -1- .1139 4.97 .1033 4.52 .0907 Energy Grd.E1. HF ********* 1281.34 1.00 1282.34 .44 1282.79 .60 1283.38 .40 16.27 4.11 1283.79 - -1- - - .0797 .28 15.51 3.73 1284.07 - -1- -1- .0710 .16 1 14.95 3.47 1284.22 - -1- -1- .0635 .16 1 14.26 3.16 1284.38 - -1- -1- .0559 .12 1 13.59 2.87 1284.50 - -1- -1- - .0492 .09 Super ICritical1Flow Top Elev I Depth I Width - -1- -1- SE DpthlFroude N1Norm Dp *******1********I******** PAGE 1 Date: 1-21-2012 Time:12: 5:17 Height/ Dia.-FT - "Nn ******* Base Wt or I.D. X-Fall ******* 1 1 .00 1.31 1.46 1.500 000 - -1- -1- - - - - - .58 5.13 .53 .013 .00 1 1 .68 1.31 1.47 1.500 000 - -1- -1- - - - - - 1.28 4.84 .53 .013 .00 1 1 .65 1.31 1.47 1.500 000 - -1- -1- - - - - - 1.26 4.67 .53 .013 .00 1 1 .59 1.31 1.48 1.500 .000 - -1- -1- - - - - - 1.22 4.36 .53 .013 .00 I 1 .54 1.31 1.49 1.500 .000 1.20 4.07 .53 .013 .00 I 1 1 .00 1.31 1.49 1.500 .000 - -1- -1- - - -1- - .68 3.80 .53 .013 .00 1 I 1 .00 1.31 1.50 1.500 - .000 - -1- -1- - - -1 - .70 3.60 .53 .013 .00 1 1 1 .00 1.31 1.50 1.500 .000 - -1- -1- - - -1- - .72 3.35 .53 .013 .00 1 1 1 .00 1.31 1.50 1.500 .000 - -1- ' -1- - - -1- - .75 3.12 .53 .013 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE 1 .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- . 00 PIPE 1 .00 1 .0 1- . 00 PIPE 1 .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- . 00 PIPE • • FILE: line.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1038.236 1281.200 1.543 .1776 1039.779 1281.474 1.318 .1776 1041.097 1281.708 1.133 1042.230 .962 1043.192 .827 .1776 1281.910 .1776 1282.081 .1776 1044.019 1282.228 .696 1044.715 .580 1045.295 .476 1045.771 .377 .1776 1282.351 .1776 1282.454 .1776 1282.538 .1776 W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth I Water (FT) I Elev .778 1281.979 .808 1282.283 .840 1282.549 .873 1282.783 .909 1282.990 .946 1283.174 .986 1283.337 1.029 1283.483 1.075 1283.614 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******* Energy Grd.E1. HF ********* 12.96 2.61 1284.59 .0434 .07 12.36 2.37 1284.65 .0383 .05 11.78 2.16 1284.70 .0338 .04 11.23 1.96 - -I- .0299 1284.74 .03 10.71 1.78 1284.77 .0264 .02 10.21 1.62 1284.79 9.74 9.28 .0234 .02 1.47 .0208 1.34 .0186 8.85 1.22 .0166 -1284.81 .01 1284.82 .01 1284.83 .01 Super Elev SE Dpth ******* .00 .78 .00 .81 .00 .84 .00 .87 .00 .91 .00 .95 .00 .99 .00 1.03 .00 1.08 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** PAGE 2 Date: 1-21-2012 Time:12: 5:17 Height/IBase Wtl Dia.-FTIor I.D.I ZL "N" I X-Falll ZR *******I*******I***** I I 1.31 1.50 1.500 2.91 .53 .013 1.31 1.50 1.500 -I- -1 -I- 2.70 .53 .013 I I I 1.31 1.49 1.500 2.51 .53 .013 I I I 1.31 1.48 1.500 2.33 .53 .013 I I I 1.31 1.47 1.500 2.16 .53 .013 I i I 1.31 1.45 1.500 2.00 .53 .013 I i I 1.31 1.42 1.500 -I- -I- -I- 1.84 .53 .013 I I I 1.31 1.39 1.500 1.70 .53 .013 I I I 1.31 1.35 1.500 1.56 .53 .013 .000 .00 -1- .00 .00 I .000 .00 -I- .00 .00 .000 .00 - l- .00 .00 I .000 .00 - 1- .00 .00 .000 .00 - I- .00 .00 .000 .00 - 1- .00 .00 .000 .00 - 1- .00 .00 .000 .00 -I- .00 .00 I .000 .00 - I- .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: line.WSW Station L/Elem ********* 1046.147 .286 1046.434 .179 1046.613 .067 1046.680 10.759 1057.439 19.241 1076.680 Invert Elev Ch Slope 1282.605 .1776 1282.656 .1776 1282.688 .1776 1282.700 .0100 1282.808 .0100 1283.000 WALL ENTRANCE 1076.680 1283.000 W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth I Water (FT) I Elev ********1********* 1.125 1283.730 1.179 1283.835 1.241 1283.929 1.314 1284.014 - -I- - I 1.406 1284.214 1.463 1284.463 2.900 1285.900 0 (CFS) ********* 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Vel vel (FPS) Head SF Ave *******1******* 8.44 1.11 .0149 8.05 1.01 .0135 7.67 .91 .0123 Energy Grd.E1. HF ********* 1284.84 .00 1284.84 .00 1284.84 .00 7.31 .83 1284.84 - -I- - - - .0115 .12 6.97 .75 1284.97. - -I- - - - .0114 .22 6.83 .41 .73 1285.19 .00 1285.90 Super Elev S- E Dpth ******* .00 1.13 .00 1.18 .00 1.24 .00 1.31 .00 1.41 .00 .00 CriticalIFlow Top Depth I Width Froude NINorm Dp ********1******** 1.31 1.30 -I- 1.42 .53 1.31 1.23 1.29 .53 1.31 1.13 1.15 .53 1.31 .99 1.00 1.50 1.31 .73 .80 1.50 1.31 .46 - -I- I .35 10.00 PAGE 3 Date: 1-21-2012 Time:12: 5:17 Height/ Dia.-FT - "N.. * * * * * * * 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 8.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 000 .00 .000 .00 .000 10.000 ZL ZR ***** .00 .00 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 FILE: line.WSW • • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing I Invert I Depth l Water Station I Elev I (FT) I Elev -I- -I- L/Elem ICh Slope I *********1*********I********1********* I I I 1003.890 1275.100 .691 1275.791 -I- -I- -1 8.000 .1775 I I I 1011.890 1276.520 .714 1277.234 3.175 .1777 I I i 1015.065 1277.084 .725 1277.809 5.992 .1777 I I I 1021.057 1278.149 .752 1278.901 4.701 .1777 I I I 1025.758. 1278.984 .781 1279.766 - I- -1- -I- 3.802 .1777 I I I 1029.560 1279.660 .812 1280.472 - I- -I- -I- .161 .1776 I I I 1029.721 1279.689 .813 1280.502 - I- -I- -I 3.117 .1776 I I I 1032.838 1280.242 .845 1281.087 2.606 .1776 I I I 1035.444 1280.705 .879 1281.584 2.208 .1776 PAGE 1 Date: 1-21-2012 Time:12: 5:17 ******* Q I Vel Vel I Energy I Super ICriticallFlow Top Height/IBase Wtl No Wth (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL Prs/Pip - -I- -I- -I- -I- -I- -I- - -1- -I- - I SF Ave' HF ISE DpthlFroude NlNorm Dp "N" I X-FallI ZR Type Ch *********1*******I*******I*********I*******I********I******** *******I*******I***** ******* I I I I I I I 16.00 20.12 6.29 1282.08 .00 1.42 1.50 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - - -I- -I- - .1166 .93 .69 4.86 .62 .013 .00 .00 PIPE I I I I I I I 16.00 19.30 5.79 1283.02 .77 1.42 1.50 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - -I- -I- - .1072 .34 1.48 4.57 .62 .013 .00 .00 PIPE I I I I I I I 16.00 18.91 5.55 1283.36 .74 1.42 1.50 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - - -I- -I- - .0980 .59 1.47 4.44 .62 .013 .00 .00 PIPE I I I I I I I 16.00 18.03 5.05 1283.95 .67 1.42 1.50 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - - -1 -I- - .0863 .41 1.43 4.13 .62 .013 .00 .00 PIPE I I I I I I I I 16.00 17.19 4.59 1284.35 .61 1.42 1.50 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - - -I- -I- I- .0760 .29 1.39 3.84 .62 .013 .00 .00 PIPE I I I I I I I I 16.00 16.39 4.17 1284.64 .00 1.42 1.49 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- - - -I- -I- I- .0711 .01. .81 3.57 .62 .013 .00 .00 PIPE I I I I I I I I 16.00 16.35 4.15 1284.65 .00 1.42 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I I- .0667 .21 .81 3.56 .62 .013 .00 .00 PIPE I I I I I I I I I 16.00 15.59 3.78 1284.86 .00 1.42 1.49 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0589 .15 .85 3.31 .62 .013 .00 .00 PIPE I I I I I I I I I 16.00 14.87 3.43 1285.02 .00 1.42 1.48 1.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0521 .11 .88 3.07 .62 .013 .00 .00 PIPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 2 Date: 1-21-2012 Time:12: 5:17 ******************:r********************************************+********************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1037.652 1281.097 1.869 .1776 1039.520 1281.428 1.594 1041.115 1.349 .1776 1281.712 .1776 1042.463 1281.951 -1- 1.151 .1776 1043.615 1282.156 -1- .961 .1776 1044.576 1282.326 .793 .1776 1 1045.369 1282.467 - 1- .637 .1776 1 1046.006 1282.580 - 1- .459 .1776 1 1046.465 1282.662 -1- .215 .1776 Depth (FT) ******** Water Elev ********* .914 1282.011 .952 1282.381 .992 1282.704 1.036 1282.987 1.082 1283.238 1.133 1283.459 1.189 1283.656 1.251 1283.831 Q (CFS) ********* 16.00 16.00 16.00 16.00 16.00 16.00 16.00 16.00 1.325 1283.987 16.00 Vel Vel (FPS) Head -1- SF Ave 14.18 13.52 - -1- 12.89 - -1- 12.29 - -1- 11.72 - -1- 11.17 - -1- 10.65 - -1- 10.15 - -1- 9.68 - -1- 3.12 .0461 2.84 .0409 2.58 .0364 2.34 .0324 2.13 .0290 1.94 .0261 1.76 .0236 1.60 .0216 1.46 .0204 Energy Grd.El. HF ********* 1285.13 .09 1285.22 .07 1285.28 .05 1285.33 .04 1285.37 .03 1285.40 .02 1285.42 .02 1285.43 .01 1285.44 .00 Super ICritical1Flow Top Elev I Depth 1 Width SE DpthlFroude N1Norm Dp *******1********1******** 1 1 .00 1.42 1.46 .91 2.84 .62 1 1 .00 1.42 1.44 - -I- -1- .95 2.63 .62 1 1 .00 1.42 1.42 - -1- -I- .99 2.43 .62 1 I .00 1.42 1.39 - -I- -I- 1.04 2.23 .62 1 .00 1.42 1.34 1.08 2.05 .62 1 .00 1.42 1.29 - -I- -I- 1.13 1.87 .62 1 .00 1.42 1.22 1.19 1.69 .62 1 .00 1.42 1.12 - -I- -I- 1.25 1.51 .62 1 1 .00 1.42 .96 - -I- -I- 1.33 1.30 .62 Height/ Dia.-FT - "N.. ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .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 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .•00 1 .0 .00 PIPE .00 .00 .00 1 .0 P- IPE 1 .0 .00 .00 PIPE FILE: line.WSW Station L/Elem ********* 1046.680 2.901 Invert Elev Ch Slope ********* 1282.700 .0100 • • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth (FT) ******** Water Elev ********* 1.425 1284.125 1049.081 1282.724 1.500 1284.224 27.599 -1- .0100 1076.680 1283.000 WALL ENTRANCE I I 1076.680 1283.000 1.864 3.388 1284.864 1286.388 R (CFS) ********* 16.00 Vel Vel (FPS) Head SF Ave *******I******* 9.23 1.32 .0208 16.00 9.05 1.27 - -I- 16.00 16.00 -I- 9.05 -I- .0224 1.27 Energy Grd.El. HF ********* 1285.45 .05 1285.50 .62 1286.14 .47 .00 1286.39 Super Elev S- E Dpth ******* .00 1.42 .00 1.50 .00 .00 CriticallFlow Top Depth 1 Width Froude N1Norm Dp ********I******** 1.42 .66 1.00 1.50 1.42 .00 -1- .00 1.50 1.42 .00 -I- I .43 10.00 PAGE 3 Date: 1-21-2012 Time:12: 5:17 Height/IBase Wt Dia.-FTIor I.D. No Wth ZL Prs/Pip "N" 1 X-Fall ZR Type Ch *******1******* ***** ******* 1.500 .000 .00 1 .0 .013 .00 .00 PIPE 1.500 .000 .00 1 .0 .013 .00 .00 P- IPE 1.500 .000 .00 1 .0 8.000 10.000 .00 0 .0 FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 1 Date: 1-21-2012 Time:12: 5:17 **************************************************************•*********************************************************** ******** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth 1 Width Dia.-FT or I.D. ZL Prs/Pip L/Elem Ch Slope SF Ave HF SE Dpth - Froude NINorm Dp - "N" X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******I******* ********* ******* ********I******** ******* ******* ***** ******* 1 1003.890 8.000 1011.890 1.207 1275.100 .1775 1276.520 .1777 1013.097 1276.734 6.803 .1777 1019.900 5.340 1025.240 4.320 1029.560 3.222 1277.943 .1777 1278.892 .1777 1279.660 .1776 1032.782 1280.232 3.032 .1776 1035.815 1280.771 2.548 .1776 1038.363 1281.223 .794 1275.894 .820 1277.340 .825 1277.560 .858 1278.802 .893 1279.786 .930 1280.590 .964 1281.196 1.005 1281.776 1.049 1282.272 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 21.06 - -1- 20.22 20.06 19.12 18.23 17.38 16.66 15.89 15.15 6.89 .1137 6.35 .1064 6.25 .0991 5.68 .0876 5.16 .0775 4.69 .0691 4.31 .0618 3.92 .0550 3.56 1282.78 .91 1283.69 .13 1283.81 .67 1284.48 .47 1284.95 .33 1285.28 .22 1285.51 .19 1285.70 .14 1285.84 2.155 .1776 .0490 .11 .00 .79 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 .00 .93 .00 .96 .00 1.01 .00 1.05 1.47 1.50 4.66 .71 1.47 1.49 4.38 .71 1.47 1.49 4.32 .71 1.47 1.48 4.01 .71 1.47 1.47 3.72 .71 1.47 1.46 3.45 .71 1.47 1.44 3.21 .71 1.47 1.41 2.96 .71 1.47 1.38 2.73 .71 1.500 .013 1.500 .013 .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE 1.500 .000 .00 1 .0 .013 .00 .00 PIPE 1.500 .013 1.500 .013 .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE 1.500 .000 .00 1 .0 .013 .00 .00 P- IPE 1.500 .000 .00 1 .0 . .013 .00 .00 PIPE 1.500 .013 1.500 .013 .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 2 Date: 1-21-2012 Time:12: 5:17 ***********************x************************************************************************:r************************ ******** Station L/Elem ********* 1040.518 1.815 1042.333 1.520 1043.853 1.259 Invert I Depth I Water Elev- I (FT) I Elev Ch Slope I I I 1281.606 1.096 1282.702 .1776 I I 1281.928 1.148 1283.076 .1776 I I 1282.198 1.206 1283.404 .1776 I I 1045.112 1282.422 1.271 1283.693 .985 .1776 I I 1046.097 1282.596 1.350 1283.946 .583 .1776 I I 1046.680 1282.700 1.467 1284.167 .474 .0100 I I 1047.154 1282.705 1.500 1284.205 29.526 .0100 1076.680 1283.000 2.275 1285.275 - - -I- -I- WALL ENTRANCE I I I 1076.680 1283.000 4.659 1287.659 - I- -I- -I- - 0 (CFS) ********* 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 Vel Vel (FPS) Head -I- SF Ave 14.44 3.24 - -I- .0439 13.77 13.13 12.52 11.94 11.38 11.32 11.32 .43 2.95 .0395 2.68 .0359 2.43 .0331 2.21 .0321 2.01 .0331 1.99 .0350 1.99 .00 Energy I Super ICriticallFlow Top Grd.E1.I Elev I Depth I Width HF ISE DpthlFroude NINorm Dp I I I 1285.94 .00 1.47 1.33 .08 1.10 2.50 .71 I I I 1286.02 .00 1.47 1.27 -I- -I- 1.15 2.27 .71 .06 I I I 1286.08 .00 1.47 1.19 - -I- -I- -I- .05 1.21 2.05 .71 I I I 1286.13 .00 1.47 1.08 - -I- -I- -I- .03 1.27 1.81 .71 I I I 1286.16 .00 1.47 .90 - -I- -I- -I- .02 1.35 1.54 .71 I I I 1286.18 .00 1.47 .44 -I- -I- -I- .02 1.47 1.00 1.50 I I I 1286.19 .00 1.47 .00 - -1- -1- -I- 1.03 1.50 .00 1.50 I I I 1287.26 .00 1.47 .00 - -I- -I- -I- I 1287.66 I I .00 .50 10.00 Height/IBase Wt Dia.-FTIor I.D. - "N" I X-Fall 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 I 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 I 1.500 .000 - -I- 8.000 10.000 - -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 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 0 .0 FILE: line.WSW Station L/Elem ********* Invert Elev Ch Slope ********* 1003.890 1275.100 8.000 .1775 1011.890 .454 1012.344 7,132 1019.476 5.583 1025.059 4.501 1029.560 .894 1030.454 3.556 1034.011 2.969 1036.979 2.492 1276.520 .1777 1276.601 .1777 1277.868 .1777 1278.860 .1777 1279.660 .1776 1279.819 .1776 1280.451 .1776 1280.978 .1776 s W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE. PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing Depth (FT) ******** water Elev ********* .819 1275.919 .846 1277.366 .848 1277.449 .882 1278.750 .918 1279.778 .956 1280.617 .965 1280.784 1.006 1281.457 1.050 1282.028 Q (CFS) ********* 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 Vel Vel (FPS) Head SF Ave *******1******* 21.27 20.44 20.38 19.43 - -1- 18;52 17.66 17.47 16.66 7.02 .1133 6.48 .1069 6.45 .1003 5.86 .0887 5.33 .0786 4.84 .0729 4.74 .0679 4.31 .0604 15.88 3.92 Energy Grd.E1. HF ********* 1282.94 .91 1283.85 .05 1283.90 .72 1284.61 .50 1285.11 .35 1285.46 .07 1285.53 .24 1285.77 .18 1285.95 .0539 .13 Super Elev SE Dpth ******* .00 .82 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 .00 .96 .00 .97 .00 - -I- 1.01 .00 1.05 CriticallFlow Top Depth I Width Froude N(Norm Dp ********1******** 1.47 1.49 4.61 .73 1.47 1.49 4.33 .73 1.47 1.49 4.31 .73 1.47 1.48 4.00 .73 1.47 1.46 3.71 .73 1.47 1.44 - -I- 3.43 .73 1.47 1.44 - I- 3.37 .73 1.47 1.41 - I- 3.11 .73 1.47 1.37 - 1- 2.85 .73 PAGE 1 Date: 1-21-2012 Time:12: 9:12 Height/ Base Wt Dia.-FT or I.D. - "N" X-Fall ******* ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1. • .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 .00 PIPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Imput For Basin Rouing PAGE 2 Date: 1-21-2012 Time:12: 9:12 ************x************************************************************************************************************ ******** Station L/Elem ********* 1039.472 2.103 1041.574 1.763 1043.337 1.467 1044.804 1.164 1045.968 .712 1046.680 .339 1047.019 29.661 1076.680 Invert Elev Ch Slope ********* 1281.420 .1776 1281.793 .1776 1282.106 .1776 1282.367 .1776 1282.574 .1776 1282.700 .0100 1282.703 .0100 1283.000 WALL ENTRANCE 1076.680 1283.000 -I- Depth I Water (FT) I Elev 1 1.098 1282.518 - -1- 1.150 1282.944 1.208 1283.315 - -1- 1 1.273 -1283.640 1.352 1283.926 - -1- 1.473 1284.173 - -1- 1.500 1284.203 - -I- I 2.389 1285.389 1 5.017 1288.017 -I- 0 (CFS) ********* 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 Vel Vel (FPS) Head SF Ave *******I******* 15.15 14.44 - -1- 13.77 1286.26 .00 1.47 1.19 1.21 2.14 .73 I I 13.13 2.68 1286.32 .00 1.47 1.07 - -1- 1.27 1.90 .73 1 .00 1.47 .89 -I- -I- 1.35 1.61 .73 1 1286.38 .00 1.47 .40 1.47 1.00 1.50 I I 11.88 2.19 1286.40 .00 1.47 .00 1.50 .00 1.50 1 11.88 2.19 1287.58 .00 1.47 .00 .0364 .04 12.52 2.43 1286.36 - -1- - - .0355 .03 11.93 2.21 - -1- .0366 - -I- 3.56 .0483 3.24 .0435 Energy Grd.El. HF ********* Super Elev S- E Dpth ******* 1286.08 .00 .10 1.10 1286.18 .00 .08 1.15 CriticallFlow Top Depth 1 Width - -1- Froude N1Norm Dp ********I******** 1.47 1.33 -I- 2.61 .73 1.47 1.27 -1- 2.38 .73 1 .42 2.94 .0395 .0386 .06 .01 1.14 .00 1288.02 I I .00 .52 10.00 -1- -I- Height/IBase Wt Dia.-FTIor I.D. - "N" I X-Fall ***-****I******* 1 1.500 .000 .013 .00 1 1.500 .000 .013 .00 1 1.500 .000 .013 .00 1 1.500 .000 - -I- .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1 1.500 .000 8.000 10.000 - -I- - No Wth ZL Prs/Pip ZR ***** .00 .00 Type Ch ******* 1 .0 P- IPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 0 .0 • Ti Tr. 18676 Ultimate T2 Line E Imput For Basin Rouing T3 SO 1003.8901275.100 1 1275.720 R 1011.8901276.520 1 .013 0 R 1029.5601279.660 1 .013 0 R 1046.6801282.700 1 .013 0 R 1076.6801283.000 1 .013 0 WE 1076.6801283.000 2 .200 SH 1076.6801283.000 2 1283.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 10.000 .000 .000 .00 Q 4.000 .0 Q 8.000 .0 Q 12.000 .0 Q 16.000 .0 Q 20.000 .0 .000 .000 44.996 .000 .000 .000. .000 .000 • Ti Tr. 18676 Ultimate T2 Line E Imput For Basin Rouing T3 SO 1003.8901275.100 1 1275.720 R 1011.8901276.520 1 .013 0 R 1029.5601279.660 1 .013 0 R 1046.6801282.700 1 .013 0 R 1076.6801283.000 1 .013 0 WE 1076.6801283.000 2 .200 SH 1076.6801283.000 2 1283.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 10.000 .000 .000 .00 Q 21.000 .0 .000 .000 -44.996 .000 .000 .000 .000 .000 Detention Basin Routing • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 11/09/11 Tr 18676 Ultimate Outlet Pipe 100 Year Storm Event Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 88.289 (CFS) Total volume = 14.496 (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 = 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-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.600 3.200 8.300 12.700 18.100 23.000 0.399 0.841 1.336 1.888 2.521 0.421 0.899 1.424 2.012 2.679 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 0.24 0.01 0.001 0 0.167 1.58 0.05 0.007 0 0.250 3.35 0.18 0.023 OI 0.333 4.08 0.36 0.047 OI 0.417 4.29 0.56 0.072 OI 0.500 4.35 0.76 0.098 OI 0.583 4.39 0.95 0.122 OI 0.667 4.40 1.13 0.145 OI 0.750 4.41 1.30 0.167 OI 0.833 4.42 1.46 0.188 OI 0.917 4.43 1.62 0.207 OI 1.000 4.43 1.77 0.226 OI 1.083 4.44 1.91 0.244 OI 1.167 4.45 2.04 0.261 OI 1.250 4.46 2.17 0.278 OI 1.333 4.47 2.29 0.293 OI 1.417 4.48 2.40 0.308 OI 1.500 4.49 2.51 0.322 OI 1.583 4.50 2.61 0.335 OI 1.667 4.51 2.71 0.348 OI 1.750 4.52 2.81 0.360 0 1.833 4.53 2.90 0.371 0 1.917 4.54 2.98 0.382 0 2.000 4.55 3.07 0.393 0 2.083 4.56 3.14 0.403 0 2.167 4.57 3.23 0.412 0 2.250 4.58 3.33 0.421 0 2.333 4.60 3.42 0.430 0 2.417 4.61 3.51 0.438 0 2.500 4.62 3.59 0.445 0 2.583 4.63 3.66 0.452 0 2.667 4.64 3.73 0.458 0 2.750 4.65 3.80 0.464 0 2.833 4.66 3.86 0.470 0 2.917 4.67 3.92 0.475 0 3.000 4.68 3.98 0.480 0 3.083 4.69 4.03 0.485 0 3.167 4.71 4.08 0.489 0 3.250 4.72 4.13 0.494 0 3.333 4.73 4.17 0.498 0 3.417 4.74 4.21 0.501 0 3.500 4.75 4.25 0.505 0 3.583 4.77 4.29 0.508 0 3.667 4.78 4.32 0.511 0 22.1 44.14 66.22 88 Depth 29 (Ft.) 0.00 0.02 0.06 0.11 0.18 0.24 0.30 0.35 0.41 0.46 0.51 0.55 0.60 0.64 0.68 0.71 0.75 0.78 0.82 0.85 0.88 0.91 0.93 0.96 0.98 1.01 1.02 1.04 1.06 1.08 1.09 1.10 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.21 1.22 • • • 3.750 4.79 4.36 0.514 0 3.833 4.80 4.39 0.517 0 3.917 4.82 4.42 0.520 0 4.000 4.83 4.45 0.523 0 4.083 4.84 4.48 0.525 0 4.167 4.85 4.51 0.528 0 4.250 4.87 4.53 0.530 0 4.333 4.88 4.56 0.532 0 4.417 4.89 4.58 0.535 0 4.500 4.91 4.60 0.537 0 4.583 4.92 4.63 0.539 0 4.667 4.93 4.65 0.541 0 4.750 4.95 4.67 0.543 0 4.833 4.96 4.69 0.545 0 4.917 4.98 4.71 0.546 0 5.000 4.99 4.73 0.548 0 5.083 5.01 4.75 0.550 0 5.167 5.02 4.77 0.552 0 5.250 5.03 4.79 0.553 0 5.333 5.05 4.81 0.555 0 5.417 5.06 4.83 0.557 0 5.500 5.08 4.84 0.558 0 5.583 5.09 4.86 0.560 0 5.667 5.11 4.88 0.562 0 5.750 5.13 4.90 0.563 0 5.833 5.14 4.92 0.565 0 5.917 5.16 4.93 0.566 0 6.000 5.17 4.95 0.568 0 6.083 5.19 4.97 0.569 0 6.167 5.21 4.98 0.571 0 6.250 5.22 5.00 0.572 0 6.333 5.24 5.02 0.574 0 6.417 5.26 5.03 0.576 0 6.500 5.28 5.05 0.577 0 6.583 5.29 5.07 0.579 0 6.667 5.31 5.09 0.580 0 6.750 5.33 5.10 0.582 0 6.833 5.35 5.12 0.583 0 6.917 5.37 5.14 0.585 0 7.000 5.38 5.16 0.586 0 7.083 5.40 5.17 0.588 0 7.167 5.42 5.19 0.590 0 7.250 5.44 5.21 0.591 0 7.333 5.46 5.23 0.593 0 7.417 5.48 5.24 0.594 0 7.500 5.50 5.26 0.596 0 7.583 5.52 5.28 0.598 OI 7.667 5.54 5.30 0.599 OI 7.750 5.56 5.32 0.601 OI 7.833 5.59 5.34 0.603 OI 7.917 5.61 5.36 0.604 OI 8.000 5.63 5.38 0.606 OI 8.083 5.65 5.40 0.608 OI 8.167 5.67 5.41 0.610 OI 8.250 5.70 5.43 0.612 OI 8.333 5.72 5.45 0.613 OI 8.417 5.74 5.48 0.615 OI 1.23 1.23 1.24 1.25 1.25 1.26 1.26 1.27 1.27 1.28 1.28 1.28 1.29 1.29 1.30 1.30 1.30 1.31 1.31 1.32 1.32 1.32 1.33 1.33 1.33 1.34 1.34 1.34 1.35 1.35 1.35 1.36 1.36 1.36 1.37 1.37 1.37 1.38 1.38 1.38 1.39 1.39 1.39 1.40 1.40 1.40 1.41 1.41 1.42 1.42 1.42 1.43 1.43 1.43 1.44 1.44 1.45 • • • 8.500 5.77 5.50 0.617 OI 8.583 5.79 5.52 0.619 OI 8.667 5.82 5.54 0.621 0 8.750 5.84 5.56 0.623 0 8.833 5.87 5.58 0.625 0 8.917 5.89 5.60 0.627 0 9.000 5.92 5.63 0.629 0 9.083 5.95 5.65 0.631 0 9.167 5.97 5.67 0.633 0 9.250 6.00 5.69 0.635 0 9.333 6.03 5.72 0.637 0 9.417 6.06 5.74 0.639 0 9.500 6.09 5.77 0.641 0 9.583 6.12 5.79, 0.644 0 9.667 6.15 5.82 0.646 0 9.750 6.18 5.84 0.648 0 9.833 6.21 5.87 0.651 0 9.917 6.24 5.89 0.653 0 10.000 6.27 5.92 0.655 0 10.083 6.30 5.95 0.658 0 10.167 6.34 5.97 0.660 0 10.250 6.37 6.00 0.663 0 10.333 6.41 6.03 0.665 0 10.417 6.44 6.06 0.668 0 10.500 6.48 6.09 0.671 0 10.583 6.51 6.12 0.673 0 10.667 6.55 6.15 0.676 0 10.750 6.59 6.18 0.679 0 10.833 6.63 6.21 0.682 0 10.917 6.67 6.24 0.685 0 11.000 6.71 6.28 0.688 0 11.083 6.75 6.31 0.691 0 11.167 6.80 6.34 0.694 0 11.250 6.84 6.38 0.697 0 11.333 6.88 6.41 0.700 0 11.417 6.93 6.45 0.703 0 11.500 6.98 6.49 0.707 0 11.583 7.03 6.53 0.710 0 11.667 7.08 6.56 0.713 0 11.750 7.13 6.60 0.717 0 11.833 7.18 6.64 0.721 0 11.917 7.23 6.69 0.724 0 12.000 7.29 6.73 0.728 0 12.083 7.29 6.77 0.732 0 12.167 7.04 6.80 0.735 0 12.250 6.69 6.80 0.735 0 12.333 6.59 6.79 0.734 0 12.417 6.61 6.78 0.733 0 12.500 6.66 6.77 0.732 0 12.583 6.73 6.76 0.731 0 12.667 6.80 6.76 0.731 0 12.750 6.88 6.77 0.732 0 12.833 6.96 6.78 0.733 0 12.917 7.04 6.79 0.734 0 13.000 7.12 6.82 0.736 0 13.083 7.21 6.84 0.738 0 13.167 7.30 6.87 0.741 0 1.45 1.45 1.46 1.46 1.47 1.47 1.48 1.48 1.48 1.49 1.49 1.50 1.50 1.51 1.51 1.52 1.52 1.53 1.53 1.54 1.54 1.55 1.55 1.56 1.57 1.57 1.58 1.58 1.59 1.60 1.60 1.61 1.62 1.62 1.63 1.64 1.64 1.65 1.66 1.67 1.68 1.68 1.69 1.70 1.71 1.71 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.71 1.71 1.72 • • • 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 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 7.40 7.50 7.60 7.71 7.83 7.94 8.07 8.20 8.34 8.48 8.64 8.80 8.99 9.17 9.37 9.58 9.80 10.05 10.31 10.60 10.91 11.25 11.63 12.06 12.54 13.07 13.49 13.09 12.45 12.88 14.06 15.85 18.73 24.84 42.10 80.28 88.29 47.10 24.32 16.63 15.11 13.17 12.20 11.38 10.71 10.14 9.65 9.23 8.86. 8.53 8.24 7.98 7.74 7.53 7.33 7.15 6.98 6.91 6.95 6.99 7.04 7.09 7.15 7.22 7.28 7.36 7.43 7.52 7.60 7.70 7.80 7.91 8.02 8.15 8.28 8.39 8.51 8.64 8.78 8.93 9.10 9.29 9.49 9.71 9.92 10.08 10.23 10.42 10.68 11.06 11.68 12.96 16.01 19.88 22.30 22.98 22.85 22.50 22.07 21.60 21.10 20.59 20.08 19.56 19.05 18.54 18.03 17.42 16.84 16.27 15.72. 15.20 14.70 14.21 0.744 0.748 0.752 0.756 0.761 0.766 0.772 0.778 0.785 0.792 0.799 0.807 0.816 0.825 0.835 0.845 0.856 0.868 0.881 0.894 0.909 0.926 0.944 0.963 0.984 1.008 1.033 1.057 1.076 1.094 1.115 1.146 1.190 1.262 1.407 1.729 2.186 2.507 2.597 2.580 2.533 2.477 2.414 2.348 2.281 2.213 2.144 2.076 2.009 1.943 1.879 1.816 1.757 1.699 1.644 1.591 1.540 1O 1 0 I 0 I 0 1 0 ► 0 I I 0 ► OI ► OI OI OI ► OI OI ► OI 1 OI ► OI I 0 I 0 I 0 I 0 OI ► OI ► OI ► OI ► OI OI ► OI I OI I OI 0 I ► 0 I ► 0 I ► 0 I I 0 0 0 0 I 0 I 0 1 I 0 ► I 0 ► I 0 1 I 0 ► I 0 I 0 ► I 0 1 I 0 1 I 0 ► I 0 ► I 0 1 I 0 1 I 0 1 I 0 1 I 0 1 I 0 ► I 0 1 I 1.73 1.73 1.74 1.75 1.76 1.77 1.79 1.80 1.81 1.83 1.85 1.86 1.88 1.90 1.92 1.95 1.97 2.00 2.02 2.05 2.08 2.11 2.14 2.18 2.22 2.27 2.32 2.37 2.40 2.44 2.48 2.54 2.63 2.77 3.05 3.61 4.36 4.86 5.00 4.97 4.90 4.81 4.71 4.61 4.51 4.40 4.30 4.19 4.09 3.99 3.87 3.77 3.66 3.56 3.46 3.37 3.28 • • • 18.000 6.82 13.75 1.491 I 0 18.083 6.73 13.31 1.444 I 0 18.167 6.90 12.90 1.401 I 0 18.250 7.19 12.55 1.362 I 0 18.333 7.24 12.24 1.326 I 0 18.417 7.17 11.95 1.293 I 0 18.500 7.08 11.67 1.261 I 0 18.583 6.99 11.40 1.230 I 0 18.667 6.90 11.14 1.200 I 0 18.750 6.81 10.90 1.171 IO 18.833 6.72 10.66 1.143 IO 18.917 6.64 10.43 1.117 IO 19.000 6.56 10.21 1.091 IO 19.083 6.49 10.00 1.066 IO 19.167 6.41 9.79 1.043 IO 19.250 6.35 9.59 1.020 IO 19.333 6.28 9.40 0.998 IO 19.417 6.21 9.22 0.977 IO 19.500 6.15 9.05 0.957 IO 19.583 6.09 8.88 0.937 IO 19.667 6.04 8.72 0.918 IO 19.750 5.98. 8.56 0.900 IO 19.833 5.93 8.41 0.883 IO 19.917 5.87 8.25 0.866 0 20.000 5.82 8.08 0.850 0 20.083 5.77 7.91 0.835 0 20.167 5.73 7.75 0.820 0 20.250 5.68 7.60 0.807 0 20.333 5.63 7.46 0.794 0 20.417 5.59 7.32 0.782 0 20.500 5.55 7.19 0.770 0 20.583 5.51 7.07 0.759 IO 20.667 5.47 6.95 0.749 IO 20.750 5.43 6.84 0.739 IO 20.833 5.39 6.74 0.729 IO 20.917 5.35 6.64 0.720 IO 21.000 5.32 6.54 0.711 IO 21.083 5.28 6.45 0.703 IO 21.167 5.25 6.36 0.695 IO 21.250 5.21 6.28 0.688 IO 21.333 5.18 6.20 0.681 IO 21.417 5.15 6.12 0.674 I0 21.500 5.11 6.05 0.667 IO 21.583 5.08 5.98 0.661 IO 21.667 5.05 5.91 0.655 IO 21.750 5.02 5.85 0.649 IO 21.833 4.99 5.79 0.643 IO 21.917 4.97 5.73 0.638 IO 22.000 4.94 5.67 0.633 IO 22.083 4.91 5.62 0.628 IO 22.167 4.88 5.56 0.623 IO 22.250 4.86 5.51 0.618 0 22.333 4.83 5.46 0.614 0 22.417 4.81 5.42 0.610 0 22.500 4.78 5.37 0.606 0 22.583 4.76 5.33 0.602 0 22.667 4.73 5.28 0.598 0 3.19 3.11 3.04 2.96 2.89 2.83 2.77 2.70 2.65 2.59 2.54 2.48 2.43 2.39 2.34 2.29 2.25 2.21 2.17 2.13 2.09 2.06 2.02 1.99 1.96 1.92 1.89 1.86 1.83 1.81 1.78 1.76 1.74 1.71 1.69 1.67 1.66 1.64 1.62 1.60 1.59 1.57 1.56 1.55 1.53 1.52 1.51 1.50 1.48 1.47 1.46 1.45 1.44 1.43 1.43 1.42 1.41 • • • 22.750 4.71 5.24 0.594 0 22.833 4.69 5.20 0.590 0 22.917 4.66 5.16 0.587 0 23.000 4.64 5.12 0.584 0 23.083 4.62 5.09 0.580 0 23.167 4.60 5.05 0.577 0 23.250 4.58 5.02 0.574 0 23.333 4.56 4.99 0.571 0 23.417 4.53 4.95 0.568 0 23.500 4.51 4.92 0.565 0 23.583 4.49 4.89 0.563 0 23.667 4.48 4.86 0.560 0 23.750 4.46 4.83 0.557 0 23.833 4.44 4.80 0.555 0 23.917 4.42 4.78 0.552 0 24.000 4.40 4.75 0.550 0 24.083 4.14 4.71 0.547 0 24.167 2.79 4.62 0.538 0 24.250 1.01 4.42 0.520 IO 24.333 0.28 4.14 0.495 IO 24.417 0.08 3.85 0.469 IO 24.500 0.03 3.57 0.444 IO 24.583 0.00 3.31 0.420 IO 24.667 0.00 3.11 0.398 IO 24.750 0.00 2.94 0.377 IO 24.833 0.00 2.79 0.357 IO 24.917 0.00 2.64 0.339 0 25.000 0.00 2.51 0.321 0 25.083 0.00 2.37 0.304 0 25.1.67 0.00 2.25 0.288 0 25.250 0.00 2.13 0.273 0 25.333 0.00 2.02 0.259 0 25.417 0.00 1.91 0.245 0 25.500 0.00 1.81 0.232 0 25.583 0.00 1.72 0.220 0 25.667 0.00 1.63 0.209 0 25.750 0.00 1.54 0.198 0 25.833 0.00 1.46 0.187 0 25.917 0.00 1.39 0.178 0 26.000 0.00 1.31 0.168 0 26.083 0.00 1.25 0.160 0 26.167 0.00 1.18 0.151 0 26.250 0.00 1.12 0.143 0 26.333 0.00 1.06 0.136 0 26.417 0.00 1.00 0.129 0 26.500 0.00 0.95 0.122 0 26.583 0.00 0.90 0.116, 0 26.667 0.00 0.85 0.110 0 26.750 0.00 0.81 0.104 0 26.833 0.00 0.77 0.098 0 26.917 0.00 0.73 0.093 0 27.000 0.00 0.69 0.088 0 27.083 0.00 0.65 0.084 0 27.167 0.00 0.62 0.079 0 27.250 0.00 0.59 0.075 0 27.333 0.00 0.56 0.071 0 27.417 0.00 0.53 0.067 0 1.40 1:39 1.38 1.38 1.37 1.36 1.36 1.35 1.34 1.34 1.33 1.33 1.32 1.31 1.31 1.30 1.30 1.28 1.24 1.19 1.13 1.07 1.02 0.97 0.92 0.87 0.83 0.78 0.74 0.70 0.67 0.63 0.60 0.57 0.54 0.51 0.48 0.46 0.43 0.41 0.39 0.37 0.35 0.33 0.31 0.30 0.28 0.27 0.25 0.24 0.23 0.22 0.20 0.19 0.18 0.17 0.16 1. • 27.500 0.00 0.50 0.064 0 27.583 0.00 0.47 0.061 0 27.667 0.00 0.45 0.057 0 27.750 0.00 0.42 0.054 0 27.833 0.00 0.40 0.052 0 27.917 0.00 0.38 0.049 0 28.000 0.00 0.36 0.046 0 28.083 0.00 0.34 0.044 0 28.167 0.00 0.32 0.042 0 28.250 0.00 0.31 0.039 0 28.333 0.00 0.29 0.037 0 28.417 0.00 0.28 0.035 0 28.500 0.00 0.26 0.034 0 28.583 0.00 0.25 0.032 0 28.667 0.00 0.24 0.030 0 28.750 0.00 0.22 0.029 0 28.833 0.00 0.21 0.027 0 28.917 0.00 0.20 0.026 0 29.000 0.00 0.19 0.024 0 29.083 0.00 0.18 0.023 0 29.167 0.00 0.17 0.022 0 29.250 0.00 0.16 0.021 0 29.333 0.00 0.15 0.020 0 29.417 0.00 0.14 0.019 0 29.500 0.00 0.14 0.018 0 29.583 0.00 0.13 0.017 0 29.667 0.00 0.12 0.016 0 29.750 0.00 0.12 0.015 0 '29.833 0.00 0.11 0.014 0 29.917 0.00 0.10 0.013 0 30.000 0.00 0.10 0.013 0 Remaining water in basin = 0.01 (Ac.Ft) 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 360 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 22.976 (CFS) Total volume = 14.483 (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 - 2004 Study date: 11/08/11 Tr 18676 Ultimate Outlet Pipe 25 Year Storm Event Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 68.210 (CFS) Total volume = 10.596 (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 Vol (Ac.Ft) 0.000 0.000 0.000 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 = 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-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.570 3.200 8.300 12.700 18.100 21.000 0.399 0.841 1.336 1.888 2.498 0.421 0.899 1.424 2.012 2.642 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '0'=outflow at time shown Time Inflow Outflow' (Hours) (CFS) (CFS) 0.083 0.16 0.00 0.167 1.04 0.04 0.250 2.27 0.12 0.333 2.81 0.25 0.417 2.97 0.39 0.500 3.02 0.52 0.583 3.05 0.65 0.667 3.05 0.78 0.750 3.06 0.90 0.833 3.07 1.01 0.917 3.07 1.12 1.000 3.08 1.22 1.083 3.09 1.32 1.167 3.10 1.41 1.250 3.10 1.50 1.333 3.11 1.58 1.417 3.12 1.66 1.500 3.12. 1.74 1.583 3.13 1.81 1.667 3.14 1.88 1.750 3.15 1.95 1.833 3.15 2.01 1.917 3.16 2.07 2.000 3.17 2.13 2.083 3.18 2.18 2.167 3.19 2.24 2.250 3.19 2.29 2.333 3.20 2.33 2.417 3.21 2.38 2.500 3.22 2.42 2.583 3.23 2.46 2.667 3.23 2.50 2.750 3.24 2.54 2.833 3.25 2.58 2.917 3.26 2.62 3.000 3.27 2.65 3.083 3.28 2.68 3.167 3.28 2.71 3.250 3.29 2.74 3.333 3.30 2.77 3.417 3.31 2.80 3.500 3.32 2.83 3.583 3.33 2.85 3.667 3.34 2.88 Storage (Ac.Ft) .0 0.001 0 0.005 0 0.015 OI 0.032 0I 0.049 OI 0.067 01 0.084 OI 0.100 OI 0.115 OI 0.130 OI 0.143 0I 0.157 OI 0.169 OI 0.181 OI 0.192 OI 0.203 0I 0.213 OI 0.223 OI 0.232 0I 0.241 OI 0.250 OI 0.258 OI 0.265 OI 0.273 OI 0.280 0.286 0.293 0.299 0.305 0.310 0.316 0.321 0.326 0.331 0.335 0.339 0.344 0.348 0.351 0.355 0.359 0.362 0.366 0.369 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.1 34.11 51.16 Depth 68.21 (Ft.) 0.00 0.01 0.04 0.08 0.12 0.16 0.20 0.24 0.28 0.32 0.35 0.38 0.41 0.44 0.47 0.50 0.52 0.54 0.57 0.59 0.61 0.63 0.65 0.67 0.68 0.70 0.71 0.73 0.74 0.76 0.77 0.78 0.79 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.88 0.89 0.90 • • • 3.750 3.35 2.90 0.372 0 3.833 3.36 2.93 0.375 0 3.917 3.37 2.95 0.378 0 4.000 3.38 2.97 0.381 0 4.083 3.39 2.99 0.383 0 4.167 3.40 3.01 0.386 0 4.250 3.41 3.03 0.389 0 4.333 3.42 3.05 0.391 0 4.417 3.43 3.07 0.394 0 4.500 3.44 3.09 0.396 0 4.583 3.45 3.11 0.398 0 4.667 3.46 3.13 0.401 0 4.750 3.47 3.15 0.403 0 4.833 3.48 3.16 0.405 0 4.917 3.49 3.18 0.407 0 5.000 3.50 3.20 0.409 0 5.083 3.51 3.22 0.411 0 5.167 3.52 3.24 0.413 0 5.250 3.53 3.26 0.415 0 5.333 3.54 3.28 0.417 0 5.417 3.55 3.30 0.419 0 5.500 3.56 3.32 0.421 0 5.583 3.58 3.34 0.422 0 5.667 3.59 3.36 0.424 0 5.750 3.60 3.37 0.426 0 5.833 3.61 3.39 0.427 0 5.917 3.62 3.41 0.429 0 6.000 3.64. 3.42 0.430 0 6.083 3.65 3.44 0.432 0 6.167 3.66 3.46 0.433 0 6.250 3.67 3.47 0.434 0 6.333 3.69 3.49 0.436 0 6.417 3.70 3.50 0.437 0 6.500 3.71 3.52 0.439 0 6.583 3.73 3.53 0.440 0 6.667 3.74 3.55 0.441 0 6.750 3.75 3.56 0.443 0 6.833 3.77 3.58 0.444 0 6.917 3.78 3.59 0.445 0 7.000 3.80 3.60 0.447 0 7.083 3.81 3.62 0.448 0 7.167 3.82 3.63 0.449 0 7.250 3.84 3.65 0.450 0 7.333 3.85 3.66 0.452 0 7.417 3.87 3.68 0.453 0 7.500 3.88 3.69 0.454 0 7.583 3.90 3.71 0.456 0 7.667 3.92 3.72 0.457 0 7.750 3.93 3.74 0.458 0 7.833 3.95 3.75 0.460 0 7.917 3.96 3.77 0.461 0 8.000 3.98 3.78 0.462 0 8.083 4.00 3.80 0.464 0 8.167 4.01 3.81 0.465 0 8.250 4.03 3.83 0.467 0 8.333 4.05 3.84 0.468 0 8.417 4.07 3.86 0.469 0 0.91 0.91 0.92 0.93 0.94 0.94 0.95 0.95 0.96 0.97 0.97 0.98 0.98 0.99 0.99 1.00 1.00 1.01 1.01 1.02 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.05 1.05 1.05 1.06 1.06 1.06 1.06 1.07 1.07 1.07 1.08 1.08 1.08 1.09 1.09 1.09 1.09 1.10 1.10 1.10 1.11 1.11 1.11 1.11 1.12 1.12 1.12 1.13 1.13 • • • 8.500 4.09 3.88 0.471 0 8.583 4.10 3.89 0.472 0 8.667 4.12 3.91 0.474 0 8.750 4.14 3.92 0.475 0 8.833 4.16 3.94 0.477 0 8.917 4.18 3.96 0.478 0 9.000 4.20 3.98 0.480 0 9.083 4.22 3.99 0.481 0 9.167 4.24 4.01 0.483 0 9.250 4.26 4.03 0.485 0 9.333 4.28 4.05 0.486 OI 9.417 4.31 4.06 0.488 OI 9.500 4.33 4.08 0.490 OI 9.583 4.35 4.10 0.491 OI 9.667 4.37 4.12 0.493 OI 9.750 4.40 4.14 0.495 OI 9.833 4.42 4.16 0.497 OI 9.917 4.44 4.18 0.498 OI 10.000 4.47 4.20 0.500 OI 10.083 4.49 4.22 0.502 OI 10.167 4.52 4.24 0.504 OI 10.250 4.55 4.26 0.506 0 10.333 4.57 4.29 0.508 0 10.417 4.60 4.31 0.510 0 10.500 4.63 4.33 0.512 0 10.583 4.66 4.35 0.514 0 10.667 4.68 4.38 0.516 0 10.750 4.71 4.40 0.518 0 10.833 4.74 4.42 0.520 0 10.917 4.78 4.45 0.523 0 11.000 4.81 4.47 0.525 0 11.083 4.84 4.50 0.527 0 11.167 4.87 4.53 0.530 0 11.250 4.91 4.55 0.532 0 11.333 4.94 4.58 0.534 0 11.417 4.98 4.61 0.537 0 11.500 5.01 4.64 0.540 0 11.583 5.05 4.66 0.542 0 11.667 5.09 4.69 0.545 0 11.750 5.13 4.72 0.548 0 11.833 5.17 4.76 0.550 0 11.917 5.21 4.79 0.553 0 12.000 5.25 4.82 0.556 0 12.083 5.27 4.85 0.559 0 12.167 5.19 4.88 0.562 0 12.250 5.07 4.90 0.563 0 12.333 5.05 4.91 0.564 0 12.417 5.08 4.92 ,Q.565 0 12.500 5.12 4.93 0.566 0 12.583 5.17 4.95 0.568 0 12.667 5.23 4.97 0.570 0 12.750 5.29 4.99 0.571 0 12.833 5.34 5.01 0.574 0 12.917 5.41 5.04 0.576 0 13.000 5.4,7 5.07 0.579 0 13.083 5.54 5.10 0.582 0 13.167 5.61 5.14 0.585 0 1.13 1.14 1.14 1.14 1.15 1.15 1.15 1.16 1.16 1.16 1.17 1.17 1.17 1.18 1.18 1.18 1.19 1.19 1.20 1.20 1.20 1.21 1.21 1.22 1.22 1.23 1.23 1.24 1.24 1.24 1.25 1.25 1.26 1.27 1.27 1.28 1.28 1.29 1.29 1.30 1.31 1.31 1.32 1.32 1.33 1.33 1.34 1.34 1.34 1.34 1.35 1.35 1.36 1.36 1.37 1.37 1.38 • • • 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 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 5.68 5.75 5.83 5.91 6.00 6.09 6.18 6.28 6.38 6.49 6.61 6.73 6.87 7.00 7.15 7.31 7.48 7.66 7.86 8.07 8.30 8.56 8.84 9.15 9.51 9.91 10.22 9.89 9.34 9.59 10.43 11.74 13.82 18.16 30.97 60.13 68.21 37.44 19.12 12.69 11.63 10.02 9.31 8.69 8.19 7.76 7.39 7.07 6.79 6.54 6.32 6.13 5.95 5.79 5.64 5.50 5.37 5.17 5.21 5.26 5.30 5.35 5.40 5.45 5.51 5.57 5.63 5.70 5.77 5.85 5.93 6.01 6.10 6.20 6.30 6.41 6.52 6.64 6.77 6.92 7.07 7.24 7.42 7.61 7.79 7.93 8.04 8.18 8.38 8.63 9.06 9.95 12.00 15.23 17.61 18.19 18.12 17.76 17.32 16.84 16.35 15.85 15.35 14.86 14.38 13.91 13.45 13.00 12.59 12.21 11.84 11.49 11.15 10.82 0.588 0.592 0.595 0.600 0.604 0.608 0.613 0.618 0.624 0.630 0.636 0.642 0.649 0.656 0.664 0.672 0.680 0.689 0.699 0.709 0.721 0.732 0.745 0.759 0.774 0.790 0.808 0.824 0.836 0.846 0.860 0.879 0.908 0.958 1.061 1.299 1.648 1.898 1.970 1.954 1.914 1.868 1.817 1.765 1.712 1.660 1.608 1.557 1.507 1.459 1.412 1.367 1.323 1.281 1.240 1.200 1.162 0 0 0 0 0 0 0 0 0 OI OI OI OI OI OI OI OI OI 0 0 0 OI OI OI OI OI OI OI OI OI OI 0 I 0 I 0 0 0 0 I I I I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I I 1.39 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.48 1.49 1.50 1.52 1.53 1.55 1.57 1.59 1.61 1.63 1.65 1.68 1.70 1.73 1.76 1.79 1.83 1.87 1.90 1.93 1.95 1.98 2.02 2.08. 2.17 2.38 2.84 3.47 3.91 4.03 4.01 3.94 3.86 3.77 3.68 3.58 3.49 3.40 3.31 3.22 3.14 3.06 2.97 2.89 2.81 2.72 2.65 2.57 • • • 18.000 5.25 10.50 1.125 I 0 18.083 5.16 10.19 1.090 I 0 18.167 5.18 9.91 1.056 I 0 18.250 5.25 9.63 1.025 I 0 18.333 5.24 9.38 0.995 I 0 18.417 5.17 9.14 0.967 I 0 18.500 5.10 8.91 0.941 I 0 18.583 5.03 8.69 0.915 I 0 18.667 4.95 8.47 0.890 IO 18.750 4.89 8.26 0.866 IO 18.833 4.82 8.01 0.844 IO 18.917 4.76 7.77 0.822 IO 19.000 4.70 7.55 0.802 IO 19.083 4.64 7.34 0.783 IO 19.167 4.58 7.14 0.765 IO 19.250 4.53 6.95 0.748 IO 19.333 4.48 6.77 0.732 IO 19.417 4.43 6.60 0.716 IO 19.500 4.38 6.44 0.702 IO 19.583 4.34 6.28 0.688 0 19.667 4.29 6.14 0.675 0 19.750 4.25 6.00 0.663 IO 19.833 4.21 5.87 0.651 IO 19.917 4.17 5.75 0.640 IO 20.000 4.13 5.63 0.629 IO 20.083 4.09 5.52 0.619 IO 20.167 4.06 5.41 0.609 IO 20.250 4.02 5.31 0.600 IO 20.333 3.99 5.21 0.592 IO 20.417 3.95 5.12 0.583 IO 20.500 3.92 5.04 0.576 IO 20.583 3.89 4.95 0.568 IO 20.667 3.86 4.87 0.561 IO 20.750 3.83 4.80 0.554 IO 20.833 3.80 4.73 0.548 IO 20.917 3.77 4.66 0.541 IO 21.000 3.74 4.59 0.535 IO 21.083 3.72 4.53 0.530 IO 21.167 3.69 4.47 0.524 IO 21.250 3.67 4.41 0.519 IO 21.333 3.64 4.35 0.514 IO 21.417 3.62 4.30 0.509 IO 21.500 3.59 4.25 0.505 0 21.583 3.57 4.20 0.500 0 21.667 3.55 4.15 0.496 0 21.750 3.52 4.11 0.492 0 21.833 3.50 4.06 0.488 0 21.917 3.48 4.02 0.484 0 22.000 3.46 3.98 0.480 0 22.083 3.44 3.94 0.477 0 22.167 3.42 3.90 0.474 0 22.250 3.40 3.87 0.470 0 22.333 3.38 3.83 0.467 0 22.417 3.36 3.80 0.464 0 22.500 3.34 3.77 0.461 0 22.583 3.32 3.73 0.458 0 22.667 3.31 3.70 0.455 0 2.50 2.43 2.36 2.30 2.25 2.19 2.14 2.09 2.04 1.99 1.94 1.90 1.85 1.81 1.77 1.73 1.70 1.67 1.63 1.60 1.58 1.55 1.52 1.50 1.48 1.45 1.43 1.41 1.40 1.38 1.36 1.34 1.33 1.31 1.30 1.29 1.27 1.26 1.25 1.24 1.23 1.22 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.15 1.14 1.13 1.12 1.12 1.11 1.10 1.10 • • • 22.750 22.833 22.917 23.000 23.083 23.167 23.250 23.333 23.417 23.500 23.583 23.667 23.750 23.833 23.917 24.000 24.083 24.167 24.250 24.333 24.417 24.500 24.583 24.667 24.750 24.833 24.917 25.000 25.083 25.167 25.250 25.333 25.417 25.500 25.583 25.667 25.750 25.833 25.917 26.000 26.083 26.167 26.250 26.333 26.417 26.500 26.583 26.667 26.750 26.833 26.917 27.000 27.083 27.167 27.250 27.333 27.417 3.29 3.27 3.25 3.24 3.22 3.20 3.19 3.17 3.16 3.14 3.13 3.11 3.10 3.08 3.07 3.06 2.88 1.99 0.76 0.22 0.06 0.03 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.67 3.64 3.62 3.59 3.56 3.54 3.51 3.49 3.46 3.44 3.42 3.40 3.37 3.35 3.33 3.31 3.29 3.23 3.12 2.98 2.83 2.69 2.55 2.42 2.29 2.17 2.06 1.95 1.85 1.75 1.66 1.57 1.49 1.41 1.34 1.27 1.20 1.14 1.08 1.02 0.97 0.92 0.87 0.82 0.78 0.74 0.70 0.66 0.63 0.60 0.57 0.54 0.51 0.48 0.46 0.43 0.41 0.453 0 0.450 0 0.448 0 0.445 0 0.443 0 0.440 0 0.438 0 0.436 0 0.434 0 0.432 0 0.430 0 0.428 0 0.426 0 0.424 0 0.422 0 0.420 0 0.418 0 0.412 IO 0.400 IO 0.382 IO 0.363 IO 0.345 IO 0.327 10 0.309 IO 0.293 IO 0.278 IO 0.263 0 0.250 0 0.237 0 0.224 0 0.212 0 0.201 0 0.191 0 0.181 0 0.171 0 0.162 0 0.154 0 0.146 0 0.138 0 0.131 0 0.124 0 0.118 0 0.111 0 0.106 0 0.100 0 0.095 0 0.090 0 0.085 0 0.081 0 0.076 0 0.072 0 0.069 0 0.065 0 0.062 0 0.058 0 0.055 0 0.052 0 1.09 1.09 1.08 1.08 1.07 1.07 1.06 1.06 1.05 1.05 1.04 1.04 1.03 1.03 1.03 1.02 1.02 1.01 0.98 0.93 0.89 0.84 0.80 0.75 0.72 0.68 0.64 0.61 0.58 0.55 0.52 0.49 0.47 0.44 0.42 0.40 0.38 0.36 0.34 0.32 0.30 0.29 0.27 0.26 0.24 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.14 0.13 • 27.500 27.583 27.667 27.750 27.833 27.917 28.000 28.083 28.167 28.250 28.333 28.417 28.500 28.583 28.667 28.750 28.833 28.917 29.000 29.083 29. 167 29.250 29.333 29.417 29.500 29.583 29.667 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 0.00 0.00 0.00 0.00 0.39 0.37 0.35 0.33 0.31 0.30 0.28 0.27 0.25 0.24 0.23 0.21. 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.10 0.050 0 0.047 0 0.045 0 0.042 0 0.040 0 0.038 0 0.036 0 0.034 0 0.032 0 0.031 0 0.029 0 0.028 0 0.026 0 0.025 0 0.023 0 0.022 0 0.021 0 0.020 0 0.019 0 0.018 0 0.017 0 0.016 0 0.015 0 0.014 0 0.014 0 0.013 0 0.012 0 Remaining water in basin 0.01 (Ac.Ft). 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 356 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 18.192 (CFS) Total volume = 10.584 (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 - 2004 Study date: 11/08/11 Tr 18676`Ultimate Outlet Pipe 10 Year Storm Event Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 55.039 (CFS) Total volume = 8.141 (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 = 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-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.570 3.200 8.300 12.700 18.100 21.000 0.399 0.841 1.336 1.888 2.498 0.421 0.899 1.424 2.012 2.642 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'W.-outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .0 0.083 0.11 0.00 0.000 0 0.167 0.73 0.02 0.003 0 0.250 1.62 0.09 0.011 0 0.333 2.03 0.18 0.023 OI 0.417 2.16 0.28 0.035 OI 0.500 2.19 0.38 0.048 OI 0.583 2.22 0.47 0.060 OI 0.667 2.22 0.56 0.072 OI 0.750 2.23 0.65 0.083 OI 0.833 2.23 0.73 0.094 OI 0.917 2.24 0.81 0.104 01 1.000 2.25 0.89 0.114 OI 1.083 2.25 0.96 0.123 OI 1.167 2.26 1.03 0.131 OI 1.250 2.26 1.09 0.140 01 1.333 2.27 1.15 0.148 OI 1.417 2.27 1.21 0.155 OI 1.500 2.28 1.27 0.162 OI 1.583 2.29 1.32 0.169 OI 1.667 2.29 1.37 0.176 OI 1.750 2.30 1.42 0.182 OI 1.833 2.30 1.46 0.188 OI 1.917 2.31 1.51 0.193 OI 2.000 2.31 1.55 0.199 OI 2.083 2.32 1.59 0.204 OI 2.167 2.33 1.63 0.209 01 2.250 2.33 1.67 0.213 OI 2.333 2.34 1.70 0.218 OI 2.417 2.35 1.73 0.222 0 2.500 2.35 1.77 0.226 0 2.583 2.36 1.80 0.230 0 2.667 2.36 1.83 0.234 0 2.750 2.37 1.86 0.238 0 2.833 2.38 1.88 0.241 0 2.917 2.38 1.91 0.245 0 3.000 2.39 1.93 0.248 0 3.083 2.40 1.96 0.251 0 3.167 2.40 1.98 0.254 0 3.250 2.41 2.00 0.257 0 3.333 2.42 2.02 0.259 0 3.417 2.43 2.05 0.262 0 3.500 2.43 2.07 0.265 0 3.583 2.44 2.08 0.267 0 3.667 2.45 2.10 0.270 0 13.8 27.52 41.28 Depth 55.04 (Ft.) 0.00 0.01 0.03 0.06 0.09 0.12 0.15 0.18 0.20 0.23 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 0.50 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.63 0.63 0.64 0.65 0.65 0.66 • • • 3.750 2.45 2.12 0.272 0 3.833 2.46 2.14 0.274 0 3.917 2.47 2.16 0.276 0 4.000 2.48 2.17 0.278 0 4.083 2.48 2.19 0.280 0 4.167 2.49 2.20 0.282 0 4.250 2.50 2.22 0.284 0 4.333 2.51 2.23 0.286 0 4.417 2.51 2.25 0.288 0 4.500 2.52 2.26 0.290 0 4.583 2.53 2.28 0.292 0 4.667 2.54 2.29 0.293 0 4.750 2.55 2.30 0.295 0 4.833 2.55 2.32 0.297 0 4.917 2.56 2.33 0.298 0 5.000 2.57 2.34 0.300 0 5.083 2.58 2.35 0.302 0 5.167 2.59 2.37 0.303 0 5.250 2.60 2.38 0.305 0 5.333 2.61 2.39 0.306 0 5.417 2.61 2.40 0.308 0 5.500 2.62 2.41 0.309 0 5.583 2.63 2.42 0.311 0 5.667 2.64 2.43 0.312 0 5.750 2.65 2.45 0.313 0 5.833 2.66 2.46 0.315 0 5.917 2.67 2.47 0.316 0 6.000 2.68 2.48 0.318 0 6.083 2.69 2.49 0.319 0 6.167 2.70 2.50 0.320 0 6.250 2.71 2.51 0.322 0 6.333 2.72 2.52 0.323 0 6.417 2.73 2.53 0.324 0 6.500 2.74 2.54 0.326 0 6.583 2.75 2.55 0.327 0 6.667 2.76 2.56 0.329 0 6.750 2.77 2.57 0.330 0 6.833 2.78 2.59 0.331 0 6.917 2.79 2.60 0.333 0 7.000 2.81 2.61 0.334 0 7.083 2.82 2.62 0.335 0 7.167 2.83 2.63 0.337 0 7.250 2.84 2.64 0.338 0 7.333 2.85 2.65 0.340 0 7.417 2.86 2.66 0.341 0 7.500 2.88 2.67 0.342 0 7.583 2.89 2.68 0.344 0 7.667 2.90 2.69 0.345 0 7.750 2.91 2.70 0.347 0 7.833 2.93 2.72 0.348 0 7.917 2.94 2.73 0.349 0 8.000 2.95 2.74 0.351 0 8.083 2.97 2.75 0.352 0 8.167 2.98 2.76 0.354 0 8.250 2.99 2.77 0.355 0 8.333 3.01 2.79 0.357 0 8.417 3.02 2.80 0.358 0 0.66 0.67 0.67 0.68 0.68 0.69 0.69 0.70 0.70 0.71 0.71 0.72 0.72 0.72 0.73 0.73 0.74 0.74 0.74 0.75 0.75 0.75 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 0.81 0.82 0.82 0.82 0.83 0.83 0.83 0.84 0.84 0.85 0.85 0.85 0.86 0.86 0.86 0.87 0.87 0.87 • • • 8.500 3.04 2.81 0.360 0 8.583 3.05 2.82 0.362 0 8.667 3.07 2.83 0.363 0 8.750 3.08 2.85 0.365 0 8.833 3.10 2.86 0.366 0 8.917 3.11 2.87 0.368 0 9.000 3.13 2.89 0.370 0 9.083 3.14 2.90 0.371 0 9.167 3.16 2.91 0.373 0 9.250 3.18 2.92 0.375 0 9.333 3.19 2.94 0.376 0 9.417 3.21 2.95 0.378 0 9.500 3.23 2.97 0.380 0 9.583 3.25 2.98 0.382 0 9.667 3.26 2.99 0.384 0 9.750 3.28 3.01 0.386 0 9.833 3.30 3.02 0.387 0 9.917 3.32 3.04 0.389 0 10.000 3.34 3.05 0.391 0 10.083 3.36 3.07 0.393 0 10.167 3.38 3.09 0.395 0 10.250 3.40 3.10 0.397 0 10.333 3.42 3.12 0.400 0 10.417 3.45 3.13 0.402 OI 10.500 3.47 3.15 0.404 OI 10.583 3.49 3.17 0.406 OI 10.667 3.51 3.19 0.408 OI 10.750 3.54 3.21 0.410 OI 10.833 3.56 3.23 0.413 OI 10.917 3.59 3.26 0.415 OI 11.000 3.61 3.28 0.417 OI 11.083 3.64 3.31 0.420 OI 11.167 3.66 3.33 0.422 OI 11.250 3.69 3.36 0.424 OI 11.333 3.72 3.38 0.426 OI 11.417 3.75 3.41 0.429 OI 11.500 3.78 3.43 0.431 OI 11.583 3.81 3.46 0.433 0 11.667 3.84 3.49 0.436 0 11.750 3.87 3.51 0.438 0 11.833 3.90 3.54 0.441 0 11.917 3.93 3.57 0.443 0 12.000 3.97 3.60 0.446 0 12.083 4.00 3.63 0.448 0 12.167 4.02 3.65 0.451 0 12.250 4.04 3.68 0.453 0 12.333 4.06 3.71 0.456 0 12.417 4.10 3.74 0.458 0 12.500 4.14 3.76 0.461 0 12.583 4.18 3.79 0.464 0 12.667 4.23 3.82 0.466 0 12.750 4.27 3.85 0.469 0 12.833 4.32 3.89 0.472 0 12.917 4.37 3.92 0.475 0 13.000 4.42 3.96 0.478 0 13.083 4.47 3.99 0.481 0 13.167 4.53 4.03 0.485 0 0.88 0.88 0.89 0.89 0.89 0.90 0.90 0.91 0.91 0.91 0.92 0.92 0.93 0.93 0.94 0.94 0.95 0.95 0.95 0.96 0.96 0.97 0.97 0.98 0.98 0.99 1.00 1.00 1.01 1.01 1.02 1.02 1.03 1.03 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.08 1.08 1.09 1.09 1.10 1.11 1.11 1.12 1.12 1.13 1.13 1.14 1.15 1.16 1.16 • • • 13.250 4.58 4.07 0.488 0 13.333 4.64 4.11 0.492 0 13.417 4.70 4.15 0.496 0 13.500 4.77 4.19 0.499 0 13.583 4.84 4.24 0.504 0 13.667 4.90 4.28 0.508 0 13.750 4.98 4.33 0.512 0 13.833 5.06 4.38 0.517 0 13.917 5.14 4.43 0.521 0 14.000 5.22 4.49 0.526 OI 14.083 5.32 4.55 0.532 OI 14.167 5.41 4.61 0.537 OI 14.250 5.52 4.67 0.543 OI 14.333 5.63 4.74 0.549 OI 14.417 5.75 4.81 0.555 OI 14.500 5.87 4.88 0.562 OI 14.583 6.00 4.96 0.569 OI 14.667 6.14 5.04 0.576 OI 14.750 6.30 5.13 0.584 OI 14.833 6.46 5.22 0.592 0 14.917 6.65 5.32 0.601 0 15.000 6.85 5.42 0.610 0 15.083 7.07 5.54 0.621 OI 15.167 7.31 5.66 0.632 OI 15.250 7.59 5.79 0.644 OI 15.333 7.90 5.93 0.657 OI 15.417 8.14 6.09 0.670 OI 15.500 7.87 6.23 0.683 OI 15.583 7.38 6.33 0.692 OI 15.667 7.52 6.41 0.700 OI 15.750 8.16 6.52 0.709 OI 15.833 9.17 6.68 0.724 0 I 15.917 10.74 6.92 0.745 0 I 16.000 13.92 7.32 0.781 0 I 16.083 23.85 8.17 0.858 0 16.167 47.28 9.78 1.041 0 16.250 55.04 12.16 1.318 01 16.333 31.07 14.06 1.524 0 16.417 15.70 14.65 1.586 OI 16.500 10.19 14.55 1.575 I 0 16.583 9.38 14.24 1.543 I 0 16.667 8.02 13.89 1.506 I 0 16.750 7.46 13.51 1.465 I 01 16.833 6.98 13.11 1.423 I 01 16.917 6.58 12.71 1.381 I 01 17.000 6.24 12.34 1.339 I 01 17.083 5.95 11.98 1.297 I 0 I 17.167 5.70 11.63 1.256 I 0 I 17.250 5.47 11.28 1.215 I 0 I 17.333 5.28 10.94 1.176 I 0 I 17.417 5.10 10.61 1.137 I 0 I 17.500 4.95 10.28 1.100 I 0 I 17.583 4.80 9.97 1.064 I 0 I 17.667 4.67 9.67 1.029 I 0 I 17.750 4.56 9.38 0.995 I 0 I 17.833 4.45 9.10 0.962 I 0 I 17.917 4.34 8.83 0.931 I 0 I I I I 1.17 1.18 1.19 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.28 1.29 1.30 1.32 1.33 1.34 1.36 1.38 1.40 1.42 1.44 1.46 1.48 1.51 1.54 1.57 1.59 1.61 1.63 1.65 1.68 1.73 1.81 1.97 2.34 2.88 3.25 3.36 3.34 3.29 3.22 3.15 3.08 3.00 2.92 2.84 2.76 2.68 2.60 2.52. 2.45 2.38 2.31 2.25 2.18 2.12 • • 18.000 4.25 8.56 0.901 I 0 18.083 4.17 8.31 0.872 I 0 18.167 4.10 8.01 0.844 I 0 18.250 4.04 7.72 0.818 I 0 18.333 3.98 7.45 0.793 I 0 18.417 3.92 7.19 0.770 I 0 18.500 3.85 6.95 0.748 I 0 18.583 3.79 6.72 0.727 IO 18.667 3.73 6.50 0.708 IO 18.750 3.68 6.29 0.689 IO 18.833 3.62 6.10 0.672 IO 18.917 3.57. 5.92 0.655 IO 19.000 3.53 5.74 0.639 IO 19.083 3.48 5.58 0.624 IO 19.167 3.43 5.42 0.610 I 0 19.250 3.39 5.27 0.597 I 0 19.333 3.35 5.13 0.584 IO 19.417 3.31 5.00 0.572 IO 19.500 3.27 4.88 0.561 IO 19.583 3.24 4.76 0.550 IO 19.667 3.20 4.64 0.540 IO 19.750 3.17 4.54 0.531 IO 19.833 3.14 4.43 0.521 IO 19.917 3.10 4.34 0.513 IO 20.000 3.07 4.25 0.504 IO 20.083 3.04 4.16 0.496 IO 20.167 3.01 4.08 0.489 IO 20.250 2.99 4.00 0.482 IO 20.333 2.96 3.92 0.475 IO 20.417 2.93 3.85 0.469 IO 20.500 2.91 3.78 0.462 IO 20.583 2.88 3.72 0.457 IO 20.667 2.86 3.65 0.451 IO 20.750 2.83 3.59 0.446 IO 20.833 2.81 3.54 0.440 IO 20.917 2.79 3.48 .0.436 IO 21.000 2.77 3.43 0.431 0 21.083 2.75 3.38 0.426 0 21.167 2.72 3.33 0.422 0 21.250 2.70 3.29 0.418 0 21.333 2.68 3.24 0.414 0 21.417 2.67 3.20 0.410 0 21.500 2.65 3.17 0.407 0 21.583 2.63 3.15 0.403 0 21.667 2.61 3.12 0.399 0 21.750 2.59 3.09 0.396 0 21.833 2.58 3.06 0.393 0 21.917 2.56 3.04 0.389 0 22.000 2.54 3.01 0.386 0 22.083 2.53 2.99 0.383 0 22.167 2.51 2.96 0.380 0 22.250 2.49 2.94 0.377 0 22.333 2.48 2.92 0.374 0 22.417 2.46 2.89 0.371 0 22.500 2.45 2.87 0.368 0 22.583 2.44 2.85 0.365 0 22.667 2.42 2.83 0.362 0 2.06 2.00 1.94 1.89 1.83 1.78 1.73 1.69 1.65 1.61 1.57 1.53 1.50 1.47 1.44 1.41 1.38 1.35 1.33 1.31 1.28 1.26 1.24 1.22 1.21 1.19 1.17 1.16 1.14 1.13 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1.04 1.03 1.02 1.01 1.00 0.99 0.98 0.97 0.97 0.96 0.95 0.94 0.93 0.93 0.92 0.91 0.90 0.90 0.89 0.88 • • • 22.750 2.41 2.80 0.359 0 22.833 2.39 2.78 0.357 0 22.917 2.38 2.76 0.354 0 23.000 2.37 2.74 0.351 0 23.083 2.35 2.72 0.349 0 23.167 2.34 2.70 0.346 0 23.250 2.33 2.68 0.344 0 23.333 2.32 2.66 0.341 0 23.417 2.31 2.65 0.339 0 23.500 2.29 2.63 0.337 0 23.583 2.28 2.61 0.334 0 23.667 2.27 2.59 0.332 0 23.750 2.26 2.58 0.330 0 23.833 2.25 2.56 0.328 0 23.917 2.24 2.54 0.326 0 24.000 2.23 2.53 0.324 0 24.083 2.10 2.51 0.321 0 24.167 1.48 2.47 0.316 IO 24.250 0.59 2.39 0.307 IO 24.333 0.17 2.29 0.293 IO 24.417 0.05 2.17 0.279 IO 24.500 0.02 2.06 0.264 IO 24.583 0.00 1.96 0.250 IO 24.667 0.00 1.85 0.237 IO 24.750 0.00 1.76 0.225 IO 24.833 0.00 1.66 0.213 0 24.917 0.00 1.58 0.202 0 25.000 0.00 1.49 0.191 0 25.083 0.00 1.42 0.181 0 25.167 0.00 1.34 0.172 0 25.250 0.00 1.27 0.163 0 25.333 0.00 1.21 0.154 0 25.417 0.00 1.14 0.146 0 25.500 0.00 1.08 0.139 0 25.583 0.00 1.03 0.131 0 25.667 0.00 0.97 0.125 0 25.750 0.00 0.92 0.118 0 25.833 0.00 0.87 0.112 0 25.917 0.00 0.83 0.106 0 26.000 0.00 0.78 0.100 0 26.083 0.00 0.74 0.095 0 26.167 0.00 0.70 0.090 0 26.250 0.00 0.67 0.085 0 26.333 0.00 0.63 0.081 0 26.417 0.00 0.60 0.077 0 26.500 0.00 0.57 0.073 0 26.583 0.00 0.54 0.069 0 26.667 0.00 0.51 0.065 0 26.750 0.00 0.48 0.062 0 26.833 0.00 0.46 0.059 0 26.917 0.00 0.43 0.056 0 27.000 0.00 0.41 0.053 0 27.083 0.00 0.39 0.050 0 27.167 0.00 0.37 0.047 0 27.250 0.00 0.35 0.045 0 27.333 0.00 0.33 0.042 0 27.417 0.00 0.31 0.040 0 0.88 0.87 0.86 0.86 0.85 0.84 0.84 0.83 0.83 0.82 0.82 0.81 0.80 0.80 0.79 0.79 0.78 0.77 0.75 0.72 0.68 0.64 0.61 0.58 0.55 0.52 0.49 0.47 0.44 0.42 0.40 0.38 0.36 0.34 0.32 0.30 0.29 0.27 0.26 0.24 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.10 0.10 • 27.500 0.00 0.30 0.038 0 27.583 0.00 0.28 0.036 0 27.667 0.00 0.27 0.034 0 27.750 0.00 0.25 0.032 0 27.833 0.00 0.24 0.031 0 27.917 0.00 0.23 0.029 0 28.000 0.00 0.22 0.028 0 28.083 0.00 0.20 0.026 0 28.167 0.00 0.19 0.025 0 28.250 0.00 0.18 0.024 0 28.333 0.00 0.17 0.022 0 28.417 0.00 0.16 0.021 0 28.500 0.00 0.16 0.020 0 28.583 0.00 0.15 0.019 0 28.667 0.00 0.14 0.018 0 28.750 0.00 0.13 0.017 0 28.833 0.00 0.13 0.016 0 28.917 0.00 0.12 0.015 0 29.000 0.00 0.11 0.014 0 29.083 0.00 0.11 0.014 0 29.167 0.00 0.10 0.013 0 29.250 0.00 0.10 0.012 0 Remaining water in basin = 0.01 (Ac.Ft) 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 351 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 14.654 (CFS) Total volume = 8.129 (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 - 2004 Study date: 11/09/11 Tr 18676 Ultimate Outlet Pipe 2 Year Storm Event Program License Serial Number 5028 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 18676u1t.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 32.090 (CFS) Total volume = 4.193 (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 = 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-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.,Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • • • 1.000 2.000 3.000 4.000 5.000 0.410 0.870 1.380 1.950 2.570 3.200 8.300 12.700 18.100 21.000 0.399 0.841 1.336 1.888 2.498 0.421 0.899 1.424 2.012 2.642 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 0.04 0.00 0.000 0 0.167 0.28 0.01 0.001 0 0.250 0.65 0.03 0.004 0 0.333 0.84 0.07 0.009 0 0.417 0.90 0.11 0.014 0 0.500 0.92 0.15 0.020 0 0.583 0.94 0.20 0.025 0 0.667 0.94 0.23 0.030 0 0.750 0.94 0.27 0.035 0 0.833 0.94 0.31 0.039 0 0.917 0.95 0.34 0.043 0 1.000 0.95 0.37 0.048 0 1.083 0.95 0.40 0.051 0 1.167 0.95 0.43 0.055 0 1.250 0.96 0.46 0.059 0 1.333 0.96 0.48 0.062 0 1.417 0.96 0.51 0.065 0 1.500 0.97 0.53 0.068 0 1.583 0.97 0.56 0.071 0 1.667 0.97 0.58 0.074 0 1.750 0.98 0.60 0.077 0 1.833 0.98 0.62 0.079 0 1.917 0.98 0.64 0.082 0 2.000 0.98 0.66 0.084 0 2.083 0.99 0.67 0.086 0 2.167 0.99 0.69 0.088 0 2.250 0.99 0.70 0.090 0 2.333 1.00 0.72 0.092 0 2.417 1.00 0.73 0.094 0 2.500 1.00 0.75 0.096 OI 2.583 1.01 0.76 0.098 OI 2.667 1.01 0.77 0.099 OI 2.750 1.01 0.79 0.101 OI 2.833 1.02 0.80 0.102 OI 2.917 1.02 0.81 0.104 OI 3.000 1.02 0.82 0.105 OI 3.083 1.03 0.83 0.107 OI 3.167 1.03 0.84 0.108 OI 3.250 1.03 0.85 0.109 OI 3.333 1.04 0.86 0.110 OI 3.417 1.04 0.87 0.112 OI 3.500 1.05 0.88 0.113 OI 3.583 1.05 0.89 0.114 OI 3.667 1.05 0.90 0.115 OI 8.0 16.04 24.07 32 Depth 09 (Ft.) 0.00 0.00 0.01 0.02 0.04 0.05 0.06 0.07 0.08 0.10 0.11 0.12 0.13 0.13 0.14 0.15 0.16 0.17 0.17 0.18 0.19 0.19 0.20 0.20 0.21 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.27 0.27 0.27 0.28 0.28 0.28 • • • 3.750 1.06 0.91 0.116 0I 3.833 1.06 0.91 0.117 OI 3.917 1.06 0.92 0.118 OI 4.000 1.07 0.93 0.119 0I 4.083 1.07 0.94 0.120 OI 4.167 1.08 0.94 0.121 OI 4.250 1.08 0.95 0.122 OI 4.333 1.08 0.96 0.123 OI 4.417 1.09 0.96 0.124 OI 4.500 1.09 0.97 0.124 01 4.583 1.10 0.98 0.125 OI 4.667 1.10 0.98 0.126 OI 4.750 1.11 0.99 0.127 OI 4.833 1.11 1.00 0.128 OI 4.917 1.11 1.00 0.128 OI 5.000 1.12 1.01 0.129 0 5.083 1.12 1.01 0.130 0 5.167 1.13 1.02 0.131 0 5.250 1.13 1.03 0.131 0 5.333 1.14 1.03 0.132 0 5.417 1.14 1.04 0.133 0 5.500 1.15 1.04 0.134 0 5.583 1.15 1.05 0.134 0 5.667 1.16 1.05 0.135 0 5.750 1.16 1.06 0.136 0 5.833 1.17 1.07 0.136 0 5.917 1.17 1.07 0.137 0 6.000 1.18 1.08 0.138 0 6.083 1.18 1.08 0.139 0 6.167 1.19 1.09 0.139 0 6.250 1.19 1.09 0.140 0 6.333 1.20 1.10 0.141 0 6.417 1.20 1.10 0.141 0 6.500 1.21 1.11 0.142 0 6.583 1.22 1.11 0.143 0 6.667 1.22 1.12 0.143 0 6.750 1.23 1.12 0.144 0 6.833 1.23 1.13 0.145 0 6.917 1.24 1.14 0.146 0 7.000 1.24 1.14 0.146 0 7.083 1.25 1.15 0.147 0 7.167 1.26 1.15 0.148 0 7.250 1.26 1.16 0.148 0 7.333 1.27 1.16 0.149 0 7.417 1.28 1.17 0.150 0 7.500 1.28 1.18 0.151 0 7.583 1.29 1.18 0.151 0 7.667 1.30 1.19 0.152 0 7.750 1.30 1.19 0.153 0 7.833 1.31 1.20 0.154 0 7.917 1.32 1.20 0.154 0 8.000 1.32 1.21 0.155 0 8.083 1.33 1.22 0.156 0 8.167 1.34 1.22 .0.157 0 8.250 1.35 1.23 0.158 0 8.333 1.35 1.24 0.158 0 8.417 1.36 1.24 0.159 0 0.28 0.29 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 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 0.34 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 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.39 0.39 • • • 8.500 1.37 1.25 0.160 0 8.583 1.38 1.26 0.161 0 8.667 1.39 1.26 0.162 0 8.750 1.39 1.27 0.163 0 8.833 1.40 1.28 0.163 0 8.917 1.41 1.28 0.164 0 9.000 1.42 1.29 0.165 0 9.083 1.43 1.30 0.166 0 9.167 1.44 1.30 0.167 0 9.250 1.45 1.31 0.168 0 9.333 1.46 1.32 0.169 0 9.417 1.47 1.33 0.170 0 9.500 1.48 1.33 0.171 0 9.583 1.49 1.34 0.172 0 9.667 1.50 1.35 0.173 0 9.750 1.51 1.36 0.174 0 9.833 1.52 1.37 0.175 0 9.917 1.53 1.37 0.176 0 10.000 1.54 1.38 0.177 0 10.083 1.55 1.39 0.178 0 10.167 1.56 1.40 0.179 0 10.250 1.57 1.41 0.180 0 10.333 1.59 1.42 0.182 0 10.417 1.60 1.43 0.183 0 10.500 1.61 1.44 0.184 0 10.583 1.62 1.45 0.185 0 10.667 1.64 1.45 0.186 0 10.750 1.65 1.46 0.188 0 10.833 1.66 1.47 0.189 0 10.917 1.68 1.49 0.190 0 11.000 1.69 1.50 0.192 0 11.083 1.71 1.51 0.193 0 11.167 1.72 1.52 0.194 0 11.250 1.74 1.53 0.196 0 11.333 1.75 1.54 0.197 0 11.417 1.77 1.55 0.199 0 11.500 1.79 1.56 0.200 0 11.583 1.80 1.58 0.202 0 11.667 1.82 1.59 0.203 0 11.750 1.84 1.60 0.205 0 11.833 1.86 1.61 0.207 0 11.917 1.88 1.63 0.208 0 12.000 1.90 1.64 0.210 0 12.083 1.94 1.66 0.212 0 12.167 2.10 1.67 0.215 OI 12.250 2.32 1.70 0.218 OI 12.333 2.44 1.74 0.223 01 12.417 2.50 1.78 0.228 OI 12.500 2.53 1.82 0.233 OI 12.583 2.56 1.85 0.238 OI 12.667 2.59 1.89 0.242 OI 12.750 2.61 1.93 0.247 OI 12.833 2.64 1.97 0.252 OI 12.917 2.67 2.00 0.256 OI 13.000 2.70 2.04 0.261 0 13.083 2.73 2.07 0.266 0 13.167 2.76 2.11 0.270 0 0.39 0.39 0.39 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.47 0.47 0.47 0.48 0.48 0.48 0.49 0.49 0.50 0.50 0.50 0.51 0.51 0.52 0.52 0.53 0.54 0.56 0.57 0.58 0.59 0.60 0.61 0.63 0.64 0.65 0.66 • • • 13.250 2.79 2.14 0.275 13.333 2.83 2.18 0.279 13.417 2.86 2.21 0.283 13.500 2.90 2.25 0.288 13.583 2.94 2.28 0.292 13.667 2.97 2.32 0.297 13.750 3.02 2.35 0.301 13.833 3.06 2.39 0.306 13.917 3.11 2.43 0.311 14.000 3.16 2.46 0.315 14.083 3.21 2.50 0.320 14.167 3.26 2.54 0.325 14.250 3.32 2.58 0.330 14.333 3.38 2.62 0.335 14.417 3.45 2.66 0.341 14.500 3.52 2.70 0.346 14.583 3.59 2.75 0.352 14.667 3.67 2.79 0.358 14.750 3.76 2.84 0.364 14.833 3.85 2.89 0.371 14.917 3.95 2.95 0.377 15.000 4.06 3.00 0.384 15.083 4.19 3.06 0.392 15.167 4.32 3.12 0.400 15.250 4.47 3.19 0.409 15.333 4.64 3.28 0.418 15.417 4.76 3.39 0.427 15.500 4.57 3.48 0.436 15.583 4.20 3.55 0.442 15.667 4.20 3.60 0.446 15.750 4.51 3.65 0.451 15.833 5.05 3.74 0.458 15.917 5.87 3.86 0.470 16.000 7.38 4.07 0.488 16.083 12.48 4.50 0.527 16.167 25.82 5.57 0.624 16.250 32.09 7.29 0.779 16.333 19.39 8.58 0.902 16.417 9.75 8.92 0.942 16.500 6.04 8.86 0.935 16.583 5.59 8.69 0.915 16.667 4.72 8.48 0.891 16.750 4.43 8.25 0.865 16.833 4.16 7.96 0.839 16.917 3.94 7.67 0.813 17.000 3.75 7.39 0.788 17.083 3.58 7.11 0.763 17.167 3.44 6.85 0.739 17.250 3.31 6.59 0.716 17.333 3.20 6.35 0.694 17.417 3.10 6.11 0.673 17.500 3.01 5.89 0.652 17.583 2.93 5.67 0.633 17.667 2.85 5.47 0.615 17.750 2.79 5.27 0.597 17.833 2.72 5.09 0.580 17.917 2.66 4.91 0.564 0 0 0 0 0 0 OI OI OI OI OI OI OI OI OI OI OI OI OI OI OI 0 I OI OI OI OI OI OI OI OI OI 0 I 0 I 0 I 0 0 0 0 OI I 0 I 0 I 0 I 0 I 01 I 01 I 01 I 01 I 0 ► I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I I I I 0.67 0.68 0.69 0.70 0.71 0.72 0.74 0.75 0.76 0.77 0.78 0.79 0.81 0.82 0.83 0.84 0.86 0.87 0.89 0.90 0.92 0.94 0.96 0.98 1.00 1.02 1.04 1.06 1.07 1.08 1.09 1.11 1.13 1.17 1.25 1.47 1.80 2.06 2.14 2.13 2.09 2.04 1.99 1.93 1.88 1.82 1.77 1.72 1.67 1.62 1.57 1.53 1.48 1.44 1.41 1.37 1.34 • • 18.000 2.61 4.74 0.549 I 0 18.083 2.53 4.58 0.535 I 0 18.167 2.35 4.43 0.521 I 0 18.250 2.11 4.27 0.506 I 0 18.333 1.96 4.10 0.491 I 0 18.417 1.89 3.94 0.477 I 0 18.500 1.84 3.79 0.463 I 0 18.583 1.80 3.64 0.450 I 0 18.667 1.77 3.51 0.438 I 0 18.750 1.74 3.38 0.426 I 0 18.833 1.70 3.26 0.415 I 0 18.917 1.68 3.16 0.405 I 0 19.000 1.65 3.08 0.395 I 0 19.083 1.62 3.00 0.385 IO 19.167 1.60 2.93 0.376 IO 19.250 1.57 2.86 0.367 IO 19.333 1.55 2.79 0.358 IO 19.417 1.53 2.73 0.349 IO 19.500 1.51 2.66 0.341 IO 19.583 1.48 2.60 0.333 IO 19.667 1.46 2.54 0.326 IO 19.750 1.45 2.49 0.319 I0. 19.833 1.43 2.43 0.312 IO 19.917 1.41 2.38 0.305 IO 20.000 1.39 2.33 0.298 IO 20.083 1.38 2.28 0.292 IO 20.167 1.36 2.23 0.286 IO 20.250 1.34 2.18 0.280 IO 20.333 1.33 2.14 0.274 IO 20.417 1.32 2.10 0.269 IO 20.500 1.30 2.06 0.263 IO 20.583 1.29 2.02 0.258 IO 20.667 1.27 1.98 0.253 0 20.750 1.26 1.94 0.249 0 20.833 1.25 1.90 0.244 0 20.917 1.24 1.87 0.240 0 21.000 1.23 1.84 0.235 0 21.083 1.21 1.80 0.231 0 21.167 1.20 1.77 0.227 0 21.250 1.19 1.74 0.223 0 21.333 1.18 1.71 0.220 0 21.417 1.17 1.69 0.216 0 21.500 1.16 1.66 0.212 0 21.583 1.15 1.63 0.209 0 21.667 1.14 1.61 0.206 0 21.750 1.13 1.58 0.203 0 21.833 1.12 1.56 0.200 0 21.917 1.11 1.54 0.197 0 22.000 1.10 1.51 0.194 0 22.083 1.10 1.49 0.191 0 22.167 1.09 1.47 0.188 0 22.250 1.08 1.45 0.186 0 22.333 1.07 1.43 0.183 0 22.417 1.06 1.41 0.181 0 22.500 1.06 1.39 0.178 0 22.583 1.05 1.38 0.176 0 22.667 1.04 1.36 0.174 0 1.30 1.27 1.24 1.21 1.18 1.15 1.12 1.09 1.06 1.03 1.01 0.99 0.96 0.94 0.92 0.89 0.87 0.85 0.83 0.81 0.79 0.78 0.76 0.74 0.73 0.71 0.70 0.68 0.67 0.66 0.64 0.63 0.62 0.61 0.60 0.58 0.57 0.56 0.55 0.54 0.54 0.53 0.52 0.51 0.50 0.49 0.49 0.48 0.47 0.47 0.46 0.45 0.45 0.44 0.44 0.43 0.42 • • 22.750 1.03 1.34 0.172 10 22.833 1.03 1.32 0.170 10 22.917 1.02 1.31 0.168 10 23.000 1.01 1.29 0.166 10 23.083 1.01 1.28 0.164 10 23.167 1.00 1.26 0.162 IO 23.250 0.99 1.25 0.160 IO 23.333 0.99 1.24 0.158 IO 23.417 0.98 1.22 0.157 IO 23.500 0.97 1.21 0.155 IO 23.583 0.97 1.20 0.154 IO 23.667 0.96 1.19 0.152 I0 23.750 0.96 1.17 0.150 IO 23.833 0.95 1.16 0.149 IO 23.917 0.95 1.15 0.148 IO I 24.000 0.94 1.14 0.146 IO I 24.083 0.89 1.13 0.145 IO 24.167 0.65 1.11 0.142 IO I 24.250 0.28 1.08 0.138 IO 24.333 0.09 1.03 0.132 IO I 24.417 0.03 0.98 0.125 0 I 24.500 0.01 0.93 0.119 0 24.583 0.00 0.88 0.113 0 24.667 0.00 0.83 0.107 0 I 24.750 0.00 0.79 0.101 0 I 24.833 0.00 0.75 0.096 0 I 24.917 0.00 0.71 0.091 0 I 25.000 0.00 0.67 0.086 0 I 25.083 0.00 0.64 0.082 0 I 25.167 0.00 0.60 0.077 0 I 25.250 0.00 0.57 0.073 0 25.333 0.00 0.54 0.069 0 I 25.417 0.00 0.51 0.066 0 I 25.500 0.00 0.49 0.062 0 I 25.583 0.00 0.46 0.059 0 25.667 0.00 0.44 0.056 0 25.750 0.00 0.41 0.053 0 I 25.833 0.00 0.39 0.050 0 I 25.917 0.00 0.37 0.048 0 26.000 0.00 0.35 0.045 0 I 26.083 0.00 0.33 0.043 0 26.167 0.00 0.32 0.041 0 I 26.250 0.00 0.30 0.038 0 26.333 0.00 0.28 0.036 0 I 26.417 0.00 0.27 0.035 0 I 26.500 0.00 0.26 0.033 0 I 26.583 0.00 0.24 0.031 0 I 26.667 0.00 0.23 0.029 0 26.750 0.00 0.22 0.028 0 26.833 0.00 0.21 0.026 0 26.917 0.00 0.20 0.025 0 I 27.000 0.00 0.18 0.024 0 I 27.083 0.00 0.18 0.022 0 I 27.167 0.00 0.17 0.021 0 I 27.250 0.00 0.16 0.020 0 27.333 0.00 0.15 0.019 0 I 27.417 0.00 0.14 0.018 0 1 0.42 0.41 0.41 0.40 0.40 0.40 0.39 0.39 0.38 0.38 0.37 0.37 0.37 0.36 0.36 0.36 0.35 0.35 0.34 0.32 0.31 0.29 0.27 0.26 0.25 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 • 27.500 0.00 0.13 0.017 0 27.583 0.00 0.13 0.016 0 27.667 0.00 0.12 0.015 0 27.750 0.00 0.11 0.015 0 27.833 0.00 0.11 0.014 0 27.917 0.00 0.10 0.013 0 28.000 0.00 0.10 0.012 0 Remaining water in basin = 0.01 (Ac.Ft) 0.04 0.04 0.04 0.04 0.03 0.03 0.03 ****************************HYDROGRAPH DATA**************************** Number of intervals = 336 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.921 (CFS) Total volume = 4.181 (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 *********************************************************************** Hydraulic Calculations • Detention Basin Inlet Pipe Line "A" Laterals A, B, and C WSPG • • A • " FILE: line.WSW ********* Station L/Elem ********* 1000.000 22.790 1022.790 55.450 1078.240 20.510 1098.750 16.190 1114.940 JUNCT STR Invert Elev Ch Slope ********* 1280.100 .0048 1280.210 .0051 1280.490 .0049 1280.590 .0049 1280.670 .0064 1119.610 1280.700 108.020 .0050 1227.630 9.220 1281.240 .0043 1236.850 1281.280 JUNCT STR .0000 1236.860 1281.280 * W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event PAGE 1 Date: 5- 8-2012 Time: 2:16:44 ****************************************************************************************** ******** Depth I Water (FT) I Elev I Q I (CFS) ********I*********I********* I I 4.900 1285.000 I I 4.861 1285.071 80.10 80.10 I I 4.801 1285.291 80.10 I I 4.765 1285.355 80.10 I I 4.821 1285.491 60.10 I I 4.898 1285.598 75.00 I I 4.653 1285.893 75.00 I 4.678 1285.958 - -I- -I- I 5.073 1286.353. 75.00 53.50 Vel Vel (FPS) Head SF Ave 6.37 .63 .0031 6.37 .63 .0031 6.37 .63 .0031 6.37 - -I- 6.37 - -I- 5.97 5.97 5.97 4.26 .63 .0031 .63 .0029 .55 .0027 .55 .0027 .55 .0021 .28 4.990 .0060 .0014 Energy I Super (Critical Grd.El.l Elev I Depth - -I- -I- HF ISE DpthlFroude N *********I*******I******** I i 1285.63 .00 2.71 .07 4.90 .00 I I 1285.70 .00 2.71 .17 .00 .00 I I 1285.92 .00 2.71 .06 4.80 .00 I I 1285.99 .00 2.71 .05 .00 .00 I I 1286.12 .00 2.71 .01 4.82 .00 I I 1286.15 .00 2.62 - -1- -I- 29 4.90 .00 I I 1286 45 .00 2.62 03 .00 .00 I I 1286 51 .00 2.62 .00 .00 .00 I I 1286.63 .00 2.20 .01 .00 .00 Flow Top Width Norm Dp ******** .00 2.71 .00 2.67 .00 2.70 .00 2.69 .00 .00 2.56 .00 2.69 .00 .00 Height/ Dia.-FT .,N,. ******* 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 1.95 .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 ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: line.WSW Station L/Elem ********* 1241.850 27.170 1269.020 JUNCT STR 1273.180 276.170 1549.350 JUNCT STR 1553.350 12.034 1565.384 HYDRAULIC 1565.384 12.966 1578.350 132.294 1710.644 43.534 • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event Invert I Depth Elev I (FT) -1- Ch Slope I 1 1281.310 - -I- .0051 5.070 1 1281.450 4.968 - -I- .3654 Water Elev 1286.380 1286.418 1 1282.970 3.162 1286.132 - -1- .0070 1284.900 2.913 1287.813 .0075 1 1284.930 2.907 1287.837 .0211 1 1285.184 2.724 1287.909 JUMP 1 1 1285.184 1.304 1286.488 1285.459 1.304 1286.762 -1- -1- 1.348 1289.604 .0211 .0211 1288.255 .0211 Q (CFS) 53.50 53.50 32.00 32.00 32.00 32.00 32.00 32.00 32.00 Vel Vel (FPS) Head - -1- SF Ave 1 ****** Energy Grd.El. HF 4.26 .28 1286.66 - -I- - - .0014 .04 4.26 .28 1286.70 - -1- -1- .0037 .02 6.52 .66 1286.79 - -1- -I- .0061 1.68 6.52 .66 1288.47 - -1- -1- .0061 .02 6.52 .66 1288.50 - -1- -1- .0061 .07 6.52 .66 1288.57 - I- -1- 12.36 - -I- 12.36 - I- -1- .0200 2.65 1 2.18 1291.79 -1- .0178 .77 2.37 1288.86 11.85 .0211 .27 1 2.37 1289.14 Super Elev SE Dpth ****** .00 5.07 .00 4.97 .00 3.16 .00 2.91 .00 2.91 .00 CriticallFlow Top Depth I Width Froude NINorm Dp 2.20 .00 -1- .00 2.04 2.20 .00 .00 1 1.93 .00 .00 1.91 1.93 .00 .00 -I- I 1.93 .00 1 1.93 I. .00 1.93 - -1 -1- 1.30 2.14 .00 1.93 - -I- -I- 1.30 2.14 1 1 .00 1.93 - -1- -1- 1.35 2.01 .00 1.30 .00 2.50 1.30 2.50 1.30 2.49 1.30 PAGE 2 Date: 5- 8-2012 Time: 2:16:44 Height/ Dia.-FT - " N " ******* Base Wt or I.D. X-Fall ******* 4.000 .000 .013 .00 4.000 .013 2.500 .013 2.500 .013 2.500 .013 2.500 2.500 .013 2.500 .013 2.500 .013 .000 .00 .000 .00 .000 .00 ZL ZR ***** I- 1 .00 No Wth Prs/Pip Type Ch ******* .00 PIPE .00 .00 .00 .00 .00 .00 .000 .00 -1- .00 .00 .000 .00 I .000 .00 - -1- .00 .00 I .000 .00 .00 .00 1 .00 .00 .000 .00 1 0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event PAGE 3 Date: 5- 8-2012 Time: 2:16:44 ************************************************************************************************************************** ******** Station L/Elem ********* 1754.178 22.942 1777.120 14.469 1791.589 9.778 1801.368 6.732 1808.100 4.530 1812.630 2.819 1815.449 1.370 1816.820 JUNCT STR 1820.820 Invert Elev Ch Slope ********* 1289.176 .0211 1289.661 .0211 1289.967 .0211 1290.173 .0211 1290.316 .0211 1290.411 .0211 1290.471 .0211 1290.500 .0075 1290.530 Depth (FT) ******** 1.401 1.457 1.516 1.579 1.645 1.717 1.793 Water I Q Elev I (CFS) *********1********* 1290.577 32.00 -I- I 1291.118 1291.483 - -I- I 1291.752 1291.961 -1- I 1292.128 1292.265 - -I- I 1.877 1292.377 1.887 1292.417 - -1- 32.00 32.00 32.00 32.00 32.00 32.00 32.00 32.00 Vel Vel (FPS) Head - -I - SF Ave Energy Grd.E1. HF ********* 11.30 1.98 1292.56 .0157 .36 10.77 1.80 1292.92 .0139 .20 10.27 1.64 1293.12 9.80 9.34 8.90 8.49 8.10 8.05 .0123 .12 1.49 .0109 1.35 .0097 1.23 .0086 1.12 .0077 1.02 .0073 1.01 124.588 .0072 .0072 1293.24 .07 1293.32 .04 1293.36 .02 1293.38 .01 1293.39 .03 1293.42 .90 Super ICritical(Flow ToplHeight/ Base Wt Elev 1 Depth I Width IDia.-FT or I.D. - -1- -I- -1 - - SE DpthlFroude NlNorm Dp I "N" X-Fall *******1********I********I******* ******* I I i .00 1.93 - -I- -I- 1.40 1.86 .00 1.93 - -1- -I- 1.46 1.73 I I .00 1.93 - -I- -1- 1.52 1.60 .00 1.93 1.58 1.48 I I .00 1.93 1.65 1.37 1 .00 1.93 - -I- -I- 1.72 1.26 I I .00 1.93 - -I- -I- 1.79 1.16 I I .00 1.93 - -I- -1- 1.93 1.06 .05 -I- 1.93 2.48 1.30 2.47 1.30 2.44 1.30 2.41 1.30 2.37 1.30 2.32 1.30 2.25 1.30 2.16 2.500 .013 2.500 - 1- .013 2.500 I- .013 2.500 I- -I- .013 I I 2.500 .013 1 2.500 .013 I I 2.500 -I- -1- .013 I I 2.500 - 1 -1- .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 I I I 1.93 2.15 2.500 .000 -I- -I- -I- - 1.04 :L.89 .013 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .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 • • FILE: line.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event PAGE 4 Date: 5- 8-2012 Time: 2:16:44 :**********,.******** **** *********************************************************************************************** ******** Station L/Elem ********* 1945.408 16.782 1962.190 34.133 1996.323 19.507 2015.830 57.325 2073.155 13.755 2086.910 JUNCT STR 2090.910 38.256 2129.166 57.720 2186.886 25.233 Invert 1 Depth Elev 1 (FT) -1- Ch Slope 1 *********I******** 1 1291.429 -1- .0072 1 1291.550 - -1- .0071 1 1291.792 -1- .0071 1 1291.930 -1- .0073 1 1292.349 -1- .0073 1 1292.450 -1- .0075 1 1292.480 -1- .0072 1 1292.756 -1- .0072 1 1293.172 -1- .0072 1.887 1.902 1.902 1.876 Water Elev ********* 1293.316 1293.452 1293.694 1293.806 1.876 1294.225 1.927 2.610 2.500 1294.377 1295.090 1295.256 2.268 1295.440 Q (CFS) ********* 32.00 32.00 32.00 32.00 32.00 32.00 27.00 Vel Vel (FPS) Head SF Ave Energy Grd.E1. HF ********* 8.05 1.01 1294.32 .0071 .12 7.99 .99 1294.44 - -1- - - - .0071 .24 7.99 - -1- .99 .0072 1.02 .0073 1.02 .0071 7.88 .97 - -1- .0056 5.50 - -1- 1 27.00 - -1- 1 27.00 - -1- .47 .0043 5.50 .47 -1- .0040 5.77 .52 -1- .0039 1294.68 .14 1294.82 .42 1295.24 .10 1295.34 .02 1295.56 .16 1295.73 .23 1295.96 .10 Super Elev SE Dpth ******* .05 1.93 .00 1.90 .00 1.90 .10 1.97 .10 1.97 .00 1.93 .00 2.61 .00 2.50 .00 2.27 Critical1Flow Top Depth 1 Width - -1- Froude NlNorm Dp ********I******** 1 1.93 -1- 1.04 1 1.93 -1- 1.03 1 1.93 -1- 1.03 1 1.93 -1- 1.06 1 1.93 - -1- 1.06 1.93 -1- 1.00 2.15 1.89 2.13 1.90 2.13 1.90 2.16 1.88 2.16 1.88 2.10 1 1.77 .00 -1- .00 1.65 1 1.77 .00 -1- .00 1.65 1 1.77 1.45 -1- .57 1.65 Height/ Dia.-FT - ..N" ******* 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 Base Wt 1No Wth or I.D. ZL IPrs/Pip X-Fall ZR 'Type Ch ******* ***** I******* 1 .000 .00 1 .0 - - 1- .00 .00 PIPE I .000 .00 1 .0 - - - 1- .00 .00 PIPE 1 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE 1 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE I I .000 .00 1 .0 - -1- 1- .00 .00 PIPE 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE 1 .000 .00 1 .0 - -1- 1- .00 .00 PIPE • • FILE: line.WSW Station L/Elem ********* 2212.119 18.277 2230.396 9.652 2240.048 Invert Elev Ch Slope ********* 1293.354 .0072 1293.486 .0072 1293.555 HYDRAULIC JUMP 2240.048 1293.555 28.297 .0072 2268.344 1293.759 24.454 .0072 2292.799 1293.936 19.854 .0072 2312.652 1294.079 17.219 .0072 2329.871 1294.203 15.459 .0072 2345.329 1294.314 14.139 .0072 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event Depth I Water I Q (FT) 1 Elev 1 (CFS) - -1- -1- I 1 1 2.134 1295.488 - -1- -1- I 1 2.023 1295.508 - -1- -1- 1 1 1.925 1295.481 - -1- -1- 1 1 1 616 1295.172 - -1- -1- I 1 1 551 1295.311 - -1- -1- 1 1 1.490 1295.426 - -1- -1- 1 1 1.433 1295.511 - -1- -1- Vel Vel (FPS) Head - -1- SF Ave *******1******* 27.00 6.05 .57 -1- -1- .0042 1 27.00 6.35 .63 -1- -1- - .0047 1 27.00 6.66 .69 - 1- -1- 1 27.00 8.04 - 1- -1- I 27.00 8.44 -1- -1- 1.00 .0082 1.11 .0092 1 27.00 8.85 1.22 - I- -1- .0104 1 27.00 9.28 1.34 - 1- -1- .0118 1 1 1 1.378 1295.581 27.00 9.73 - -1- -I- -I- -I- 1 1 1.326 1295.641 - -1- -1- 1.47 .0134 1 27.00 10.21 1.62 -1- -1- .0152 Energy 1 Super Grd.El.I Elev -1- HF ISE Dpth *********I******* 1 1296.06 -1- .08 .00 2.13 1 1296.13 .00 -1- .05 2.02 1 1296.17 .00 -I- I 1296.18 -I- .23 .00 1.62 1 1296.42 .00 -1- .23 1.55 I 1296.64 .00 -1- .21 1.49 1 1296.85 .00 -1- .20 1.43 1 1297.05 -1- .21 1 1297.26 -1- .21 .00 1.38 .00 1.33 CriticallFlow Top Depth 1 Width - -1- Froude N1Norm Dp ********1******** 1 1.77 -1- .67 1.65 1 1.77 -1- .76 1 1.77 1.77 1.97 1.65 2.10 1 1.77 2.39 -1- 1.20 1.65 1 1.77 2.43 -1- 1.29 1.65 1 1.77 2.45 -1- 1.40 1.65 1 1.77 2.47 -1- 1.51 1.65 1 1.77 2.49 -1- 1.62 1.65 1 1.77 2.50 -1- 1.75 1.65 PAGE 5 Date: 5- 8-2012 Time: 2:16:44 Height/ Dia.-FT - "N.I 2.500 .013 2.500 .013 2.500 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .013 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 :00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE • FILE: line.WSW - I Invert Station I Elev L/Elem ICh Slope *********I********* 1 2359.468 1294.416 - 1- 13.102 .0072 1 2372.570 1294.511 12.231 .0072 1 2384.801 1294.599 -1- 11.491 .0072 2396.292 1294.682 - 1- 10.848 .0072 2407.140 1294.760 JUNCT STR .0000 1 2407.150 1294.760 -1- .957 .0559 2408.107 1294.814 - 1- 6.198 .0559 2414.306 1295.160 4.974 .0559 2419.279 1295.438 4.040 .0559 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event Depth (FT) ******** Water Elev ********* 1.277 1295.693 1.230 1295.741 1.185 1295.784 1.143 1295.824 1.102 1295.862 1.102 1295.862 1.107 1295.921 1.148 1296.308 1.191 1296.630 Q (CFS) ********* 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 27.00 Vel Vel I Energy (FPS) Head 1 Grd.El. -1- -1- SF Ave' HF *******I*******I********* 10.71 1.78 1297.47 - -1- -1- .0172 .23 I 11.23 1.96 1297.70 - -1- -I- .0196 .24 11.78 2.15 1297.94 - -1- -1- .0222 .26 12.35 2.37 1298.19 - -1- -I- 0253 .27 1 12.95 2.61 1298.47 .0269 .00 12.95 2.61 1298.47 - -1- -1- .0267 .03 12.87 2.57 1298.49 - -1- -I- .0248 .15 I 12.27 2.34 1298.65 - -1- -1- .0218 .11 11.70 2.13 1298.76 .0192 .08 Super Elev SE Dpth ******* .00 1.28 .00 1.23 .00 1.19 .00 1.14 .00 1.23 .13 1.24 .13 1.24 .12 1.27 .11 1.30 Critical Depth Froude N ******** 1.77 1.88 1.77 2.02 1.77 2.17 1.77 2.32 1.77 2.49 1.77 2.49 1.77 2.47 1.77 2.30 1.77 2.14 Flow Top Width Norm Dp ******** 2.50 1.65 2.50 1.65 2.50 1.65 2.49 1.65 2.48 2.48 .90 2.48 .90 2.49 .90 2.50 .90 PAGE 6 Date: 5- 8-2012 Time: 2:16:44 Height/ Dia.-FT "N" * * * * * * * 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .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 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event PAGE 7 Date: 5- 8-2012 Time: 2:16:44 ****************************************************************************************************+********************* ******** I Invert Station 1 Elev L/Elem 1Ch Slope *********I********* 2423.319 1295.664 3.292 .0559 2426.611 1295.848 2.685 .0559 2429.296 1295.998 2.174 .0559 2431.470 1296.120 1.738 .0559 2433.208 1296.217 1.355 .0559 2434.563 1296.293 1.016 .0559 2435.579 1296.350 -I- .705 .0559 2436.285 1296.389 .417 .0559 2436.702 1296.412 .138 .0559 Depth (FT) ******** Water Elev ********* 1.236 1296.900 1.284 1297.132 1.333 1297.332 1.385 1297.505 1.440 1297.657 1.499 1297.791 1.560 1297.910 1.625 1298.014 1.695 1298.108 Q I Vel Vel (CFS) 1 (FPS) Head SF Ave *********I*******I******* 27.00 11.16 1.93 - -1- -I- - 27.00 10.64 27.00. 10.14 27.00 27.00 - -1- 9.67 -I- 9.22 -I- I 27.00 8.79 -I- -I- 27.00 8.38 .0169 1.76 .0149 1.60 .0131 1.45 .0116 1.32 .0103 1.20 .0091 1.09 .0080 27.00 7.99 .99 .0071 27.00 7.62 .90 -I- -I- - .0064 Energy I Super ICriticallFlow Top Grd.El.l Elev I Depth I Width -I- -I- -I- - HF ISE DpthlFroude NINorm Dp *********I*******1********I******** I I I 1298.83 .10 1.77 2.50 -I- -I- -I- - .06 1.34 2.00 .90 I I I 1298.89 .09 1.77 2.50 - -I- -I- -1- .04 1.37 1.86 .90 I I I 1298.93 .08 1.77 2.49 - -I- -I- -I-. .03 . 1.42 1.73 .90 I I I 1298.96 .07 1.77 2.49 - -I- -I- -I- - .02 1.46 1.61 .90 I I I 1298.98 .07 1.77 2.47 -I- -I -I- - .01 1.51 1.49 .90 I I I 1298.99 .06 1.77 2.45 -I- -I- -I- .01 1.56 1.38 .90 I 1 I 1299.00 .05 1.77 2.42 - -I- -1- -I- .01 1.61 1.28 .90 I I I 1299.01 .05 1.77 2.38 - -I- -1- -I- .00 1.67 1.18 .90 I I I 1299.01 .04 1.77 2.34 - -I- -I- -I- .00 1.74 1.09 .90 Height/ Dia.-FT - "N" ******* 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .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 ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00- 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00. 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE FILE: line.WSW • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event PAGE 8 Date: 5- 8-2012 Time: 2:16:44 ********************************************************************************************************************* ******** I Invert I Depth I Water I Q Station 1 Elev I (FT) I Elev 1 (CFS) -I- -I- -1- -I- - L/Elem ICh Slope I I I I I I I 2436.840 1296.420 1.771 1298.191 27.00 -I- -I- -I- -I JUNCT STR .0000 I I I I 2436.850 1296.420 2.642 1299.062 14.80 - I- -I- -I- -I- 2.673 .0561 I I I I 2439.523 1296.570 2.500 1299.070 14.80 -I- -I- -I- -I- 3.764 .0561 I I I I 2443.288 1296.781 2 268 1299.049 14.80 - I- -I- -I- -I- HYDRAULIC JUMP I I I 1 2443.288 1296.781 .684 1297.465 14.80 -I- -I- -I- -I- 20.003 .0561 I 1 I I 2463.290 1297.903 .708 1298.611 14.80 - I- -I- -I- -I- 13.045 .0561 I I I I 2476.335 1298.635 .733 1299.368 14.80 - I- -I- -I- -I- 8.940 .0561 I I I I 2485.275 1299.137 .758 1299.895 14.80 - 1- -I- -I- -I- 6.613 .0561 I I I I 2491.888 1299.508 .785 1300.292 14.80 -I- -I- -I- -I- 5.118 .0561 Vel Vel (FPS) Head 7.26 3.02 SF Ave .82 .0036 .14 .0013 Energy Grd.E1. HE ********* 1299.01 .00 1299.20 .00 3.02 .14 1299.21 - -I- - - - .0012 .00 3.16 .16 1299.20 13.58 2.86 1300.33 .0455 .91 12.95 2.60 1301.22 .0399 .52 12.35 2.37 1301.74 - -1- - - .0349 .31 11.77 2.15 .0305 1302.05 .20 11.22 1.96 1302.25 .0267 .14 Super Elev SE Dpth ******* .00 1.82 .00 .00 2.50 2.50 .01 .18 .86 .17 .87 .15 .88 .14 .90 .13 .91 CriticalIFlow TopIHeight/ Depth 1 Width IDia.-FT - -1- -I- Froude NlNorm Dp I "N" ********I********I******* 1.77 1.00 1,30 .00 1.30 - -I- .00 1.30 1.30 3.42 1.30 -1- 3.20 1 1.30 3.00 1.30 2.81 1.30 - -1- 2.62 2.27 2.500 .013 1 .00 2.500 .66 .013 .00 2.500 .66 .013 1.45 2.500 -I- 1 2.23 2.500 -1- .66 .013 2.25 2.500 .66 .013 2.28 2.500 .66 .013 2.30 2.500 .66 .013 2.32 2.500 -1- .66 .013 Base Wt or I.D. X-Fall ******* No Wth ZL Prs/Pip ZR ***** Type Ch ******* .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 .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE • • FILE: line.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event *********************************************************************************************:r**************************** ******** Station L/Elem ********* 2497.006 4.070 2501.076 3.291 2504.367 2.693 2507.060 2.211 2509.271 1.815 2511.087 1.488 2512.574 1.203 2513.777 .960 2514.737 .744 Invert Elev C- h Slope ********* 1299.795 .0561 1300.023 .0561 1300.208 .0561 1300.359 .0561 Depth I Water (FT) 1 Elev 1 .812 1300.607 - -1- I .841 1300.864 - -1- 1 .871 1301.079 -1- 1 .902 1301.261 - -I- - 1 1 1300.483 .934 1301.417 -1- -1- .0561 1300.585 -1- .0561 .968 1301.553 -1- 1 1300.668 1.003 1301.671 -1- -1- .0561 1 1 1300.736 1.039 1301.775 -1- -1- .0561 I I 1300.790 1.078 1301.867 -1- -I- - .0561 Q (CFS) ********* 19.80 14.80 19.80 14.80 14.80 14.80 14.80 14.80 14.80 Vel Vel (FPS) Head SF Ave *******1******* 10.70 - -1- 10.20 - -1- 9.73 - -1- 9.28 - -1- 8.85 - -I- 8.43 - -1- 8.04 - -1- 1.78 .0234 1.62 ,0205 1.47 .0180 1.34 .0158 1.21 .0138 1.10 .0121 1.00 .0107 7.67 .91 - -1- .0094 .83 .0082 Energy 1 Super Grd.E1.1 Elev -1- HF ISE Dpth *********1******* 1 1302.39 .12 .10 .93 1 1302.48 .11 .07 .95 1 1302.55 .10 .05 .97 1302.60 .09 .03 .99 1 1302.63 .08 - -1- .03 1.02 1 1302.66 .08 -1- .02 1.04 1 1302.68 .07 - -1- - .01 1.07 1 1302.69 .06 -1- .01 1.10 1 1302.70 .01 .06 1.14 CriticallFlow Top Depth 1 Width Froude NlNorm Dp ********I******** 1 1.30 2.34 -1- 2.45 .66 1 1.30 2.36 -1- 2.30 .66 1 1.30 2.38 -1- 2.15 .66 1 1.30 2.40 -1- 2.01 .66 1 1.30 2.42 1.87 .66 1 1.30 2.44 -1- 1.75 .66 1 1.30 2.45 -I- 1.64 .66 1 1.30 2.46 -1- 1.53 .66 1.30 2.48 -1- 1.42 .66 PAGE 9 Date: 5- 8-2012 Time: 2:16:44 Height/lBase Wt Dia.-FTIor I.D. - -1- "N" I X-Fall *******1******* 1 2.500 .000 - -1- .013 .00 2.500 .000 - -1- .013 .00 1 2.500 .000 - -1- .013 .00 2.500 .000 - -1- .013 .00 2.500 .000 - -1- .013 .00 1 2.500 .000 - -1- .013 .00 1 2.500 .000 - -1- .013 .00 1 2.500 .000 .013 .00 2.500 000 - -1- .013 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE FILE: line.WSW Invert Station Elev L/Elem Ch Slope ********* ********* 2515.481 1300.832 .550 .0561 2516.031 1300.862 .379 .0561 2516.410 1300.884 .219 .0561 2516.629 1300.896 .071 .0561 2516.700 1300.900 WALL EN- TRANCE 2516.700 1300.900 -I- - • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line A 100 Year Storm Event Depth I Water (FT) I Elev ********1********* 1.117 1301.949 1.159 1302.021 1.203 1302.086 - I- I 1.248 1302.144 - I- I 1.297 1302.197 2.053 1302.953 4 (CFS) * * * 14.80 14.80 14.80 14.80 14.80 14.80 Vel Vel I Energy (FPS) Head 1 Grd.E1. SF Ave' HF *******I*******1********* 6.97 .75 1302.70 - -1- -1- .0072 .00 6.65 .69 1302.71 .0064 .00 I • .62 1302.71 6.34 6.04 5.75 .34 - I- .0056 .00 .57 1302.71 - I- .0049 .00 .51 1302.71 .00 1302.95 PAGE 10 Date: 5- 8-2012 Time: 2:16:44 Super ICriticallFlow ToplHeight/IBase Wt Elev 1 Depth 1 Width 1Dia.-FTlor I.D. SE DpthlFroude NlNorm Dp I "N" I X-Fall *******1********1********1*******l******* I I I I .05 1.30 2.49 2.500 .000 - -1- -I- -I- -I- - 1.17 1.33 .66 .013 .00 I I I I .05 1.30 2.49 2.500 .000 - -I- -I- -I- -I- 1.21 1.24 .66 .013 .00 I I I I .04 1.30 2.50 2.500 .000 - -I- -I- -I- -I- - 1.25 1.15 .66 .013 .00 I I I I .04 1.30 2.50 2.500 .000 - -I- -I- -I- -I- - 1.29 1.08 .66 .013 .00 I I I I .04 1.30 2.50 2.500 .000 - -I- -I- -I- -I- I I I I .00 .25 21.00 5.010 21.000 - -I- -I- -I- -I- - ZL ZR ***** ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 I .00 0 .0 .00 .00 .00 .00 .00 .00 • • • T1 Tr. 18676 0 T2 Line A T3 100 Year Storm Event SO 1000.0001280.100 1 1285.000 R 1022.7901280.210 1 .013 .000 0 R 1078.2401280.490 1 .013 .000 0 R 1098.7501280.590 1 .013 .000 0 R 1114.9401280.670 1 .013 .000 0 JX 1119.6101280.700 1 6 .013 5.100 1281.170 .000 R 1227.6301281.240 1 .013 .000 0 R 1236.8501281.280 1 .013 JX 1236.8601281.280 1 2 .013 21.500 1282.280 .013 R 1241.8501281.310 1 .013 .000 0 R 1269.0201281.450 1 .013 .000 0 JX 1273.1801282.970 3 2 .013 21.500 1282.510 .000 R 1549.3501284.900 3 .013 JX 1553.3501284.930 3 .013 R 1816.8201290.500 3 .013 .000 0 JX 1820.8201290.530 3 .013 R 1962.1901291.550 3 .013 .000 0 R 2015.8301291.930 3 .013 .000 0 R 2086.9101292.450 3 .013 .000 0 JX 2090.9101292.480 3 2 .013 5.000 1292.710 .000 R 2407.1401294.760 3 .013 .000 0 JX 2407.1501294.760 3 .013 R 2436.8401296.420 3 .013 .000 0 JX 2436.8501296.420 3 2' .013 12.200 1296.420 .006 R 2516.7001300.900 3 .013 .000 0 WE 2516.7001300.900 4 .200 SH 2516.7001300.900 4 1300.900 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 2 0 .000 5.010 21.000 .000 .000 .00 CD 6 4 1 .000 1.000 .000 .000 .000 .00 Q 14.800 0 .000 12.968 .000 41.227 -41.0 .000 11.739 -66.0 11.739 .000 45.0 .000 .000 -89.999 .000 90.502 60.0 .000 17.537 -50.0 64.709 • FILE: lat.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Lat A 100 Year Storm Event • PAGE 1 Date: 1-17-2012 Time: 9:24:17 ************************************************************************************************************************** ******** Invert 1 Depth Station Elev 1 (FT) L/Elem C- h Slope I ********* *********I******** 1004.760 1282.370 3.390 32.190 .0189 1036.950 1282.980 3.071 - - -I- WALL ENTRANCE I 1036.950 1282.980 3.941 Water Elev * 1285.760 1286.051 1286.921 4 (CFS) ********* 21.50 21.50 21.50 Vel Vel (FPS) Head SF Ave *******I******* 6.84 Energy Grd.E1. HF - ********* .73 1286.49 .0090 .29 6.84 .73 1286.78 .39 .00 1286.92 Super Elev S- E Dpth ******* CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** .00 1.66 .00 3.39 .00 1.22 .00 1.66 .00 Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .00 .42 14.00 4.070 Base Wtl No Wth or I.D.I ZL Prs/Pip X-Falll ZR Type Ch *******I***** ******* .000 .00 1 .00 .00 PIPE 1 .000 .00 1 .0 - -1- 1- I 1 14.000 .00 0 .0 • T1 Tr. 18676 T2 Lat A T3 100 Year Storm Event SO 1004.7601282.370 1 1285.760 R 1036.9501282.980 1 .013 0 WE 1036.9501282.980 2 .200 SH 1036.9501282.980 2 1282.980 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.070 14.000 .000 .000 .00 Q 21.500 .0 0 .000 .000 • FILE: Lat_b.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Lat B 100 Year Storm Station L/Elem ********* Invert Elev C- h Slope ********* 1002.480 1282.650 13.080 .0566 1015.560 1283.390 WALL ENTRANCE 1015.560. 1283.390 -I- Depth (FT) Water Elev 3.530 1286.180 4 (CFS) * * * 21.50 2.908 1286.298 21.50 3.779 1287.169 21.50 Vel Vel (FPS) Head SF Ave 6.84 .73 - -1- .0090 Energy Grd.El. HF ********* 1286.91 .12 6.84 .73 1287.03 - -I- .32 .00 1287.17 Super Elev SE Dpth ******* .00 3.53 .00 .00 CriticalIFlow Top Depth I Width Froude N(Norm Dp ********I******** 1.66 .00 .00 .88 1.66 .00 .35 18.00 • PAGE 1 Date: 1-17-2012 Time: 9:14:29 Height/ Dia.-FT - .. N .. ******* 2.000 .013 2.000 4.010 ******** Base Wt No Wth or I.D.ZL Prs/Pip X-Fall ZR Type Ch ******* ***** ******* .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 18.000 .00 0 .0 •T1 Tr. 18676 T2 Lat B T3 100 Year Storm SO 1002.4801282.650 1 1286.180 R 1015.5601283.390 1 .013 0 WE 1015.5601283.390 2 .200 SH 1015.5601283.390 2 1283.390 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.010 18.000 .000 .000 .00 Q 21.500 0 • .000 .000 FILE: lat c.WSW • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Lat C 100 Year Storm Event PAGE 1 Date: 5- 7-2012 Time:10:25:39 ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 1001.730 1292.770 2.878 .0387 1004.608 1292.881 4.717 1009.325 2.701 .0387 1293.064 .0387 1012.026 1293.169 2.198 .0387 1014.224 1293.254 1.900 1016.125 1.685 1017.810 1.518 1019.327 1.378 1020.705 1.257 .0387 1293.327 .0387 1293.393 .0387 1293.451 .0387 1293.505 .0387 Depth (FT) ******** Water Elev ********* 2.110 1294.880 2.000 1294.881 1.815 1294.879 1.707 1294.876 1.618 1294.872 1.540 1294.868 1.470 1294.863 1.406 1294.858 1.347 1294.852 0 (CFS) ********* 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Vel Vel (FPS) Head SF Ave *******I******* 1.59 .04 .0005 1.59 .04 .0005 1.67 .04 .0004 1.75 1.84 1.93 2.02 2.12 - -I- 2.22 .05 .0005 .05 .0005 .06 .0006 .06 .0007 .07 .0007 .08 .0008 Energy I Super Grd.E1.I Elev HF ISE Dpth 1294.92 -1- .00 1294.92 .00 1294.92 .00 1294.92 .00 1294.92 .00 1294.93 .00 1294.93 .00 -I- I -I- I 00 2.11 .00 2.00 .00 1.81 .00 1.71 .00 1.62 .00 1.54 .00 1.47 1294.93 .00 .00 1.41 1294.93 .00 .00 1.35 CriticalIFlow Top Depth I Width Froude NlNorm Dp ********I******** .79 .00 .00 .45 .79 .00 .00 .45 .79 1.16 .18 .45 .79 1.41 .22 .45 .79 1.57 - I- .25 .45 .79 1.68 .27 .45 .79 1.77 .30 .45 .79 1.83 .33 .45 .79 1.88 - I- .36 .45 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 ***** .00 .00 .00 .00 .00 00 .00 .00 Type Ch ******* 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 PIPE FILE: lat c.WSW • • W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5- 7-2012 Time:10:25:39 Tr. 18676 Lat C 100 Year Storm Event ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1021.963 1293.553 1.148 .0387 1023.110 1293.598 1.049 1024.160 .954 1025.114 .866 1025.980 .781 1026.761 .698 1027.459 .614 1028.073 .146 1028.219 .0387 1293.638 .0387 1293.675 .0387 1293.709 .0387 1293.739 .0387 1293.766 .0387 1293.790 .0387 1293.796 HYDRAULIC JUMP Depth (FT) ******** 1.292 Water Elev ********* 1294.845 1.240 1294.838 1.191 1294.829 1.145 1294.820 1.101 1294.810 1.060 1294.799 1.021 1294.787 .983 1294.773 .947 1294.743 4 (CFS) ********* 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Vel Vel (FPS) Head -1- SF Ave *******I******* 2.33 .08 .0009 2.44 .09 .0010 2.56 .10 .0012 2.69 2.82 - -I- 2.96 3.10 3.25 Energy Grd.E1. HF ********* Super Elev S- E Dpth ******* 1294.93 .00 .00 1.29 1294.93 .00 .00 1.24 1294.93 .00 .11 1294.93 .0013 .00 .12 1294.93 -I- .0015 .00 .14 1294.93 -I- .0017 .00 .15 1294.94 .0019 .00 1 .16 1294.94 .0022 .00 3.41 .18 1294.92 .00 1.19 .00 1.15 .00 1.10 .00 1.06 .00 1.02 .00 .98 .00 CriticallFlow Top Depth 1 Width Froude NlNorm Dp ********I******** .79 1.91 -1- .39 .45 .79 1.94 .42 .45 .79 1.96 .45 .45 .79 1.98 .49 .45 .79 1.99 .53 ,45 I .79 2.00 -1- .57 .45 .79 2.00 -1- .61 .45 .79 2.00 .65 .45 .79 2.00 -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 .013 2.000 .013 2.000 Base Wt or I.D. X-Fa11 ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .000 .00 .00 .00 .000 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 • • FILE: lat c.WSW Station L/Elem ********* 1028.219 .412 1028.631 .858 Invert Elev Ch Slope ********* 1293.796 .0387 1293.811 .0387 1029.489 1293.844 .650 .0387 1030.138 1293.870 .475 .0387 1030.614 1293.888 .321 .0387 1030.935 1293.901 .185 .0387 1031.120 1293.908 .060 1031.180 .0387 1293.910 WALL ENTRANCE 1031.180 1293.910 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Lat C 100 Year Storm Event Depth I Water (FT) I Elev .616 1294.411 -I- I .638 1294.449 .660 1294.504 .683 1294.553 .708 1294.596 .733 1294.633 .759 1294.667 .788 1294.698 1.207 1295.117 Q (CFS) 5.00 5.00 5.00 5.00 5.00 5.00 Vel Vel (FPS) Head - -1- SF Ave *******I******* 6.08 .57 .0108 5.80 .52 .0095 5.53 .47 .0083 5.27 .43 - -I- 5.03 4.79 .0073 .39 .0064 .36 .0056 5.00 4.57 .32 .0049 5.00 4.35 .29 5.00 .59 .01 Energy Grd.El. HF ********* 1294.99 .00 1294.97 . 01 1294.98 Super Elev SE Dpth ******* .00 .62 .00 .64 .00 .01 .66 1294.98 .00 .00 .68 1294.99 - I- .00 .00 .71 1294.99 .00 .00 .73 1294.99 .00 . 00 .76 1294.99 - I- .00 1295.12 .00 Critical Depth Froude N ******** .79 1.61 .79 1.50 .79 1.41 .79 1.31 .79 1.23 .79 1.15 .79 1.07 .79 .25 Flow Top Width Norm Dp ******** 1.85 .45 1.86 .45 1.88 .45 1.90 .45 1.91 .45 1.93 .45 1.94 .45 1.95 7.00 PAGE 3 Date: 5- 7-2012 Time:10:25:39 Height/ Dia.-FT ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 5.000 7.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 1 .0 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 • T1 Tr. 18676 0 T2 Lat C T3 100 Year Storm Event SO 1001.7301292.770 1 1294.880 R 1031.1801293.910 1 .013 .000 .000 0 WE 1031.1801293.910 2 .200 SH 1031.1801293.910 2 1293.910 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 7.000 .000 .000 .00 Q 5.000 0 Line "B" WSPG FILE: line f.WSW L,I &JE q (j 4 • • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Line B 100 Year Storm Event *******************************:r********************************************************:r********************************* ******** PAGE 1 Date: 5- 8-2012 Time: 2:57:40 Station L/Elem ********* 1003.040 Invert 1 Depth 1 Water Elev I (FT) 1 Elev Ch Slope I *********I********I********* 1281.190 4.360 1285.550 230.860 .0050 1 1233.900 1282.340 3.754 1286.094 - - -1- -I- WALL ENTRANCE I I I 1233.900 1282.340 3.910 1286.250 Q (CFS) ********* 5.10 5.10 5.10 Vel Vel (FPS) Head 2.89 - -1- 2.89 SF Ave .13 .0024 .13 Energy Grd.E1. HF ********* 1285.68 .54 1286.22 .00 1286.25 Super 1CriticallFlow Top Height/ Elev 1 Depth 1 Width Dia.-FT SE DpthlFroude NlNorm Dp .00 4.36 1 .00 .00 .87 .00 - 1- .00 .91 1 .87 .00 - I- I .16 14.00 -I- „N„ ******* 1.500 .013 1.500 2.500 Base Wt1 No Wth or I.D.1 ZL Prs/Pip X-Fa11l ZR Type Ch .000 .00 1 .0 - -I- .00 .00 P- IPE .000 .00 1 .0 14.000 .00 0 .0 - -1 0 Qt T1 Tr. 18676 0 T2 Line B T3 100 Year Storm Event SO 1003.0401281.190 1 1285.550 R 1233.9001282.340 1 .013 .000 .000 0 WE 1233.9001282.340 2 .200 SH 1233.9001282.340 2 1282.340 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 2.500 14.000 .000 .000 .00 Q 5.100 .0 • Interim Condition Line "C" 18" PVC Detention Basin Outlet Pipe WSPG • 1. t N c /3gs/A) cx, /== ,e" FILE: basin.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Line C Interim Baisn Outlet Pipe 18" PVC 100 Year Storm **********************************************************************************************.*************************** Station L/Elem ********* Invert I Depth Elev I (FT) Ch Slope I. *********I******** 1000.000 1280.000 1.416 - - -I- 4.495 .0050 1004.495 1280.023 -I- 1.465 .0050 1005.960 1280.030 8.070 .0049 1014.030 1280.070 283.620 .0050 1297.650 1281.490 35.340 .0209 1332.990 1282.230 36.440 .0211 1369.430 1283.000 WALL EN- TR- ANCE I I 1369.430 1283.000 1.500 1.512 1.690 3.924 3.878 3.578 5.010 Water I Q Elev I (CFS) -1- *********I********* 1281.416 - -1- 1281.523 1281.542 1281.760 1285.414 1286.108 1286.578 1288.010 I 1 15.50 15.50 15.50 15.50 15.50 15.50 15.50 15.50 Vel Vel (FPS) Head 8.97 - -1- 8.77 8.77 SF Ave 1.25 .0116 1,19 .0124 1.19 .0129 8.77 1.19 .0129 8.77 8.77 1.19 .0129 1.19 .0129 Energy Grd.E1. HF ********* 1282.67 .05 1282.72 .02 1282.74 .10 1282.95 3.65 1286.61 .46 1287.30 .47 8.77 1.19 1287.77 - -1- - - .31 .00 1288.01 Super ICriticallFlow ToplHeight/ Elev I Depth I Width IDia.-FT S- E DpthlFroude NINorm Dp I "N" l .00 1.42 .69 1.500 - -I- -I- -I- - 1.42 1.00 1.50 .010 I I I .00 1.42 .00 1.500 1.50 .00 1.50 .010 I I I .00 1.42 .00 1.500 - -1- -I- -I- - .00 .00 1.50 .010 I I I .00 1.42 .00 1.500 - -1- -I- -I- 1.69 .00 1.50 .010 I I I .00 1.42 .00 1.500 - -I- -I- -I- - .00 .00 1.00 .010 I I I .00 1.42 .00 1.500 - -I- -I- -I- - 3.88 .00 1.00 .010 I I 1 .00 1.42 .00 1.500 - -I- -I- -1- - I I I .00 .42 10.00 8.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 10.000 PAGE 1 Date: 1-27-2012 Time:11:14: 6 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 • • Tl Line C Interim Baisn Outlet Pipe 0 T2 18" PVC T3 100 Year Storm SO 1000.0001280.000 1 1280.000 R 1005.9601280.030 1 .010 .000 R 1014.0301280.070 1 .010 -20.550 R 1297.6501281.490 1 .010 .000 .000 R 1332.9901282.230 1 .010 -89.992 .000 R 1369.4301283.000 1 .010 .000 WE 1369.4301283.000 2 .200 SH 1369.4301283.000 2 1283.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 10.000 .000 .000 .00 Q 15.500 .0 • Ultimate Condition Line "E" 18" RCP Detention Basin Outlet Pipe WSPG • ® �livE � tltrLm 0(-r /" • FILE: LINE.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Ultimate Outlet Pipe PAGE 1 Date: 1-21-2012 Time:11:17:13 ************************************************************************************************************************** ******** Station L/Elem 1003.890 8.000 1011.890 .454 1012.344 7.132 1019.476 5.583 1025.059 4.501 1029.560 .894 1030.454 3.556 1034.011 2.969 1036.979 Invert I Depth Elev I (FT) C- h Slope I *********I** 1275.100 .1775 .819 Water Elev 1275.919 1276.520 .846 1277.366 - -1- .1777 1276.601 .848 1277.449 .1777 1277.868 .882 1278.750 .1777 1 1278.860 .918 1279.778 .1777 1279.660 .956 1280.617 .1776 1279.819 .965 1280.784 .1776 I 1280.451 1.006 1281.457 .1776 1 1280.978 1.050 1282.028 2.492 .1776 Q (CFS) ** 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 Vel Vel (FPS) Head SF Ave 21.27 - -I- 20.44 20.38 19.43 7.02 .1133 6.48 .1069 6.45 .1003 5.86 .0887 Energy Grd.E1. HF ********* 1282.94 . 91 1283.85 .05 1283.90 .72 1284.61 ▪ 50 18.52 5.33 1285.11 - -1- - - .0786 .35 17.66 4.84 1285.46 .0729 .07 1 17.47 4.74 1285.53 - -I- -1- .0679 .24 16.66 4.31 1285.77 - -I- -I- .0604 .18 15.88 3.92 1285.95 .0539 .13 Super Elev SE Dpth ******* .00 .82 1.50 1.50 1..50 1.50 1.50 1.50 1.50 1.50 .00 .96 .00 .97 .00 1.01 .00 1.05 Critical Depth Froude N ******** Flow Top Width Norm Dp ******** 1.47 1.49 4.61 .73 1 1.47 1.49 - -I- 4.33 .73 1.47 1.49 4.31 .73 1.47 1.48 4.00 .73 1.47 1.46 3.71 .73 1.47 1.44 -1- 3.43 .73 1.47 1.44 3.37 .73 1.47 1.41 -1- 3.11 .73 1 1.47 1.37 2.85 .73 Height/IBase Wt Dia.-FTIor I.D. - "N" I X-Fall 1.500 .000 .013 .00 1 1.500 .000 .013 .00 1.500 .000 .013 .00 1 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 ZL ZR ***** . 00 No Wth Prs/Pip Type Ch ******* 1 .0 .00 PIPE . 00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE FILE: LINE.WSW Station L/Elem ********* • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tr. 18676 Ultimate Line E Ultimate Outlet Pipe Invert Depth Elev (FT) Ch Slope 1039.472 1281.420 - I- 2.103 .1776 1041.574 1281.793 1.763 .1776 1043.337 1282.106 - 1- 1.467 .1776 1 1044.804 1282.367 1.164 .1776 1045.968 1282.574 - 1- .712 .1776 1 1046.680 1282.700 .339 .0100 1047.019 1282.703 ******** 1.098 1.150 1.208 1.273 1.352 1.473 1.500 29.661 .0100 1076.680 1283.000 2.389 -1- -I- WALL ENTRANCE I 1076.680 1283.000 5.017 - 1- Water Elev ********* 1282.518 1282.944 _1_ 1 1283.315 -1- I 1283.640 -1- 1283.926 - -1- 1284.173 _1_ 1284.203 1285.389 0 (CFS) Vel Vel I Energy I Super (FPS) Head I Grd.El.I Elev - -1- -I- -1- SF Avel HF ISE Dpth PAGE 2 Date: 1-21-2012 Time:11:17:13 Critical1Flow Top Height/ Depth I Width Dia.-FT Froude NINorm Dp ********* ******* *******I*********I******* ********l******** I 1 1 21.00 15.15 3.56 1286.08 .00 1.47 1.33 1.500 - -I- -I- -I- - - -I- - - - .0483 .10 1.10 2.61 .73 .013 1 I 1 21.00 14.44 3.24 1286.18 .00 1.47 1.27 1.500 - I- -I -1- -1- - -I- .0435 .08 1.15 2.38 .73 .013 I I I 1 I 21.00 13.77 2.94 1286.26 .00 1.47 1.19 1.500 - I- -1- -I- -1- -1- -I- .0395 .06 1.21 2.14 .73 .013 I I I 1 I 21.00 13.13 2.68 1286.32 .00 1.47 1.07 1.500 -I- -I- -1- -I- -I- -1- .0364 .04 1.27 1.90 .73 - "N" ******* -1- - .013 Base Wt or I.D. X-Fall ******* No Wth ZL Prs/Pip ZR ***** .000 .00 .00 .00 .000 - .00 .00 .00 .000 .00 .000 .00 1 1 I I I I 21.00 12.52 2.43 1286.36 .00 1.47 .89 1.500 .000 -1- -I- -1- -I- -I- -1- -I- - - - .0355 .03 1.35 1.61 .73 .013 .00 1 1 I I 1 I 1, 21.00 11.93 2.21 1286.38 .00 1.47 .40 1.500 .000 -I- -I- -I- -I- -I- -I -1- -1- - - .0366 .01 1.47 1.00 1.50 .013 .00 I I I I 1 I I 21.00 11.88 2.19 1286.40 .00 1.47 .00 1.500 .000 -I-. -I- -I- -I- -I- -I- -1- -1- .0386 1.14 1.50 .00 1.50 .013 .00 I I I I I I 21.00 11.88 2.19 1287.58 .00 1.47 .00 1.500 .000 -I- -I- -I- -I- -I- -I- -I- -I- -1- - I- I - I- .00 Type Ch ******* 1 P- IPE 1 PIPE .00 PIPE .00 1 0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE .00 1 .0 1- .00 PIPE .00 1 .0 1- I I I I I I I I I 1288.017 21.00 .42 .00 1288.02 .00 .52 10.00 8.000 10.000 .00 0 .0 -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- I- I • • Ti Tr. 18676 Ultimate 0 T2 Line E Ultimate Outlet Pipe T3 SO 1003.8901275.100 l 1275.720 R 1011.8901276.520 1 .013 .000 .000 0 R 1029.5601279.660 1 .013 -44.996 .000 0 R 1046.6801282.700 1 .013 .000 .000 0 R 1076.6801283.000 1 .013 .000 .000 0 WE 1076.6801283.000 2 .200 SH 1076.6801283.000 2 1283.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.000 10.000 .000 .000 .00 21.000 .0 • Line "D" WSPG FILE: LINE D.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING • PAGE 1 Date: 1-21-2012 Time: 2: 3:53 LINE D TR. 18676 100 YEAR STORM EVENT ********************************************************************************************************************** Station L/Elem ********* 1000.000 47.022 1047.022 2.847 1049.869 1.637 1051.505 1.319 1052.824 1.157 Invert Elev C- h Slope ********* 1280.000 .0642 1283.019 .0642 1283.201 .0642 1283.306 .0642 1283.391 .0642 1053.981 1283.965 1.025 1055.006 .925 1055.931 .855 .0642 1283.531 .0642 1283.590 .0642 1056.785 1283.645 .768 .0642 Depth (FT) ******** Water Elev ********* 5.000 1285.000 2.000 1285.019 1.814 1285.015 1.706 1285.012 1.618 1285.009 1.540 1285.005 1.470 1285.001 1.406 1284:997 1.346 1284.991 0 (CFS) ********* 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 Vel Vel (FPS) Head - -1- SF Ave Energy I Super Grd.El.I Elev - -I- - HF ISE Dpth *********I******* .03 1285.03 .0004 .02 1.43 .03 - -1- .0004 .04 .0009 1.58 .04 .0004 2.00 .00 5.00 1285.05 .00 -1- .00 2.00 1265.05 .00 .00 1.81 1285.05 .00 .00 1.71 .04 1285.05 .0004 .00 .05 1285.05 1 .0005 .00 I I .05 1285.05 .0005 .00 I I .06 1285.05 -1- -I- .0006 .00 1 .06 1285.05 -1- -1- .0007 .00 .00 1.62 .00 1.54 .00 1.47 .00 1.41 .00 1.35 Critical Depth Froude N ******** .75 .00 .75 .00 .75 .16 .75 .20 .75 .22 .75 .25 .75 .27 .75 .30 .75 .32 Flow Top Width Norm Dp ******** .00 .38 .00 .38 1.16 .38 1.42 .38 1.57 .38 1.68 .38 1.77 .38 1.83 .38 1.88 .38 ******** Height/IBase WtI No Wth Dia.-FTIor I.D.I ZL Prs/Pip - -I -I- - "N" I X-FallI ZR Type Ch ******* I I 2.000 .000 .00 - -1- -1- .013 .00 .00 1 .I 2.000 .000 .00 -I- -1- .013 .00 .00 1 2.000 .000 .00 - -1- -1- .013 .00 .00 I 1 2.000 .000 .00 - -I- -1- .013 .00 .00 1 2.000 .000 .00 - -I- -1- .013 .00 .00 I I 2.000 .000 .00 - -1- .013 .00 .00 1 2.000 .000 .00 - -I- -1- .013 .00 .00 2.000 .000 .00 - -I- -1- .013 .00 .00 1 2.000 .000 .00 - -I- -1- .013 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE FILE: LINE D.WSW • W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING PAGE 2 Date: 1-21-2012 Time: 2: 3:53 LINE D TR. 18676 100 YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* 1057.553 .712 1058.265 .639 1058.904 .597 1059.501 .553 1060.054 .386 Invert I Depth Elev I (FT) Ch Slope I 1283.695 .0642 1283.740 .0642 1283.781 .0642 1283.820 .0642 1.291 1.239 1.191 1.145 1283.855 1.101 -1- .0642 1060.440 1283.880 WALL EN- TR- ANCE I I 1060.440 1283.880 1.069 1.252 Water I Q Elev I (CFS) *********1********* 1284.986 4.50 -I- I 1284.979 4.50 - -1- 1284.972 1284.965 1284.956 1284.949 1285.132 - -I- 4.50 4.50 4.50 4.50 4.50 Vel Vel (FPS) Head SF Ave *******1******* 2.10 2.20 2.31 2.42 2.54 .07 .0007 .08 .0008 .08 .0010 .09 .0011 .10 .0012 2.63 .11 - -1- .60 .01 Energy I Super !Critical Grd.E1.I Elev I Depth HF ISE DpthlFroude N Flow Top Width Norm Dp ******** I I 1285.05 .00 .75 1.91 .00 1.29 .35 .38 I I 1285.05 .00 .75 1.94 -I- -I- - .00 1.24 .38 .38 I I 1285.05 .00 .75 1.96 -I- -I- - .00 1.19 .41 .38 I I 1285.06 .00 .75 1.98 - -I -I- .00 1.15 .44 .38 I I 1285.06 .00 .75 1.99 - -I- -I- - - - .00 1.10 .47 .38 I I 1285.06 .00 .75 2.00 -I- -I- I 1285.14 .00 .26 6.00 Height/ Dia.-FT - „N„ ******* 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 6.000 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 • T1 LINE D T2 TR. 18676 T3 100 YEAR STORM EVENT SO 1000.0001280.000 1 1285.000 R 1060.4401283.880 1 .013 0 WE 1060.4401283.880 2 .200 SH 1060.4401283.880 2 1283.880 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 6.000 .000 .000 .00 Q 4.500 .0 .000 .000 Street Water Depth Calculation at in -tract Catch Basins •k************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 10:51 10/07/2011 Problem Descriptions: Local Street 54' R/W Full Width Capacity For 25 Yr Storm *************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 25.87 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) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = 1.82 •*************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 10:47 10/07/2011 Problem Descriptions: Local Street 54' R/W Full Width Capacity For 100 Yr Storm **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010400 CONSTANT STREET FLOW(CFS) = 33.95 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) = 0.03130 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) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1.96 • In -tract Catch Basin Sizing CB# 1 &2 • 1111 *************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 16:20 09/23/2011 Problem Descriptions: TR 18676 Lime II 100 Year Storm Event Catch Basin Size Calculation **************************************************************************** »»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) = 43.00 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 25.40 4�YJT� A stiv, E.-- • s E `roc4-1 GR Tc i--- (1 A S 1 ti] . .o cPS 21.S s USE 2 Skvvl f QA S i `J S bl g sip IC .SLAtn"P p,S1N 32-I > 25.4` 1111 *************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 08:52 09/26/2011 Problem Descriptions: TR 18676 Lime II 100 Year Storm Event Catch Basin Size Calculation **************************************************************************** »»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) = 21.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.70 CPtTCEI tbASIt,) z = (4' > 12 -7 • Sultana Avenue Catch Basin Sizing CB#3 • 111/ ...*********************************************....********************,*********** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 14:51 10/17/2011 Problem Descriptions: TR. 18676 Sultana Ave 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) = 5.40 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 1.01 1.50 2.00 2.50 3.00 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 10.11 FLOW INTERCEPTION 1.05 1.50 1.95 2.37 2.73 3.08 3.42 3.74 4.02 4.27 4.49� 4.67 4.83 4.97 5.09 5.19 5.27 5.33 5.39 5.40 u5I 100...)2 c.� T I cFS Go fay c13. Beech Avenue at Tract Entrance CB#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: 09:35 05/07/2012 Problem Descriptions: Normal Depth in Beech Avenue at Tract Entrance 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 5.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.14000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.35 • **************************************************************************** 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: 09:39 05/07/2012 Problem Descriptions: Catch Basin Sizing Beech Avenue at Tract Entrance 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) = 5.90 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 2.04 2.50 3.00 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 1.04 1.25 1.47 1.70 1.92 2.14 2.36 2.56 2.75 2.93 3.11 3.28 3.45 3.62 3.78 3.94 4.10 4.24 4.38 4.51 4.63 4.75 4.86 4.96 5.06 u.s . 14V cwrcH 6 NJ 5.15 5.24 5.32 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.43 5.40 5.47 5.54 5.60 5.66 5.72 5.77 5.82 5.86 5.90 2 Beech Avenue at SANBAG CB#5 **************************************************************************** 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: 10:39 05/10/2012 Problem Descriptions: Normal Depth in Beech Avenue at SANBAG 100 Year Storm Event **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 5.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT DISTANCE INTERIOR OUTSIDE CONSTANT CONSTANT CONSTANT CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.14000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = 0.020000 STREET CROSSFALL(DECIMAL) = 0.020000 SYMMETRICAL CURB HEIGHT(FEET) = 0.67 SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY = 1.24 **************************************************************************** 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: 10:41 05/10/2012 Problem Descriptions: Catch Basin #5 Sizing Beech Avenue at SANBAG 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) = 5.10 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH 1.82 2.00 2.50 3.00 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 16.00 FLOW INTERCEPTION 0.89 0.97 1.19 1.41 1.62 1.84 2.05 2.24 2.43 2.60 2.77 2.93 3.09 3.25 3.41 3.56 3.70 3.83 3.95 4.07 4.17 4.28 4.37 4.46 4.54 4.62 kAs1✓ 14' cmc-u erAr�� 4.69 4.76 4.83 4.89 16.50 17.00 17.50 18.00 18.19 4.94 4.99 5.04 5.08 5.10 Detention Basin Spillway Calculation emergency Spillway 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= Qum x 1.35 = 88.3 cfs x 1.35= 119.2 cfs Length of Emergency Spillway: 1 2 2 L _ Q1,000 (C2 H3) C 3.4 H : Height of water over spillway 1 ft Q1000 119.2 cfs 35 ft 111 heck for Freeboard: riteria A: Minimum 1 ft of freeboard above 1,000 year HWL on the the Emergency Spillway Finish surface elevation of Emergency Spillway = 1288.0 1000 year maximum water elevation over Emergency Spillway = 1289.0 Freeboard of 1 foot above 1000 year maximum water elevation = 1290.0 Criteria B Criteria B: 2 ft above 100 year maximum water elevation Interim Using Line C 100 year maximum water elevation in detention basin = 1287.4 Criteria B: 2 ft above 100 year maximum water elevation = 1289.4 Ultimate Using Line E 100 year maximum water elevation in detention basin = 1288.0 Criteria B: 2 ft above 100 year maximum water elevation = 1290.0 Therefore, minimum adjacent grade to basin >_ 1290.0 • Sultana Avenue Graded Road Side Swale (Interim Condition) • III ************************************************************************** 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 11:31 01/30/2012 Problem Descriptions: Sultana Avenue Roadside Swale 100 Year Storm **************************************************************************** »»CHANNEL INPUT INFORMATION«« CHANNEL Z1(HORIZONTAL/VERTICAL) = 2.00 Z2(HORIZONTAL/VERTICAL) = 2.00 BASEWIDTH(FEET) = 1.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.005000 UNIFORM FLOW(CFS) = 16.50 MANNINGS FRICTION FACTOR = 0.0220 0 NORMAL -DEPTH FLOW INFORMATION: »»> NORMAL DEPTH(FEET) = 1.27 FLOW TOP-WIDTH(FEET) = 6.07 FLOW AREA(SQUARE FEET) = 4.49 HYDRAULIC DEPTH(FEET) = 0.74 FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.68 UNIFORM FROUDE NUMBER = 0.754 PRESSURE + MOMENTUM(POUNDS) = 252.69 AVERAGED VELOCITY HEAD(FEET) = 0.210 SPECIFIC ENERGY(FEET) = 1.478 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 5.45 CRITICAL FLOW AREA(SQUARE FEET) = 3.59 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.66 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = CRITICAL DEPTH(FEET) = 1.11 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.441 4.60 242.94 0.329 • DESCRIPTION � LAL-t4- ACV a- ND . s toE St.,..)ta" ALLARD ENGINEERING civil engineering •land surveying •land planning Fontana • Victorville JOB# I a4r-7 SHEET OF 1 1 III Ph. (909) 356-1815 8253 Sierra Ave. • Fontana, CA 92335 • Fax (909) 356-1795 • www.allardeng.com DESIGNED BY DATE 30 �i APPROVED NoT S c, cp.k.;_ I I 1 1 1 I1 I1 ext Sin W CJ± I I t�as> osE D �� I , F 1 F_ .! . i { i. l i i i 1 iI i. i I FxaSt�N� o 1 i 1 ' ��� f- 4 I 1 ' o •; , o 3 a;, I �'•S. ,. y' 1 1- Ii� 1— - - ._...._I 1 1 ' , 1 -...__ 16 • i 5-, GF . Frtok I i WSITCT U CMT _ _ P 1 Pt _ 4 _ Rto3ttit _ - -- r..'- _ I t 1-- g ', —._ .............. tJ.Cy GcS_iFT tar fi,firt.J FIBS..—�'� (� 1 1 I -. 6F...,o i n-v I--. I., Z. 3 1 I.1 ! i 1 1 1 i I I 1 ! ; 1,1 i , ! f111 11 _ I !11 I 1 II it I 111' II 1 1 . i k Sultana Avenue Existing Road Side Swale **************************************************************************** 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: 12:06 05/10/2012 Problem Descriptions: Sultana Avenue Existing Roadside Swale 100 Year Storm Event **************************************************************************** »»CHANNEL INPUT INFORMATION«« NORMAL DEPTH(FEET) = 0.70 CHANNEL Z1(HORIZONTAL/VERTICAL) = 8.00 Z2(HORIZONTAL/VERTICAL) = 8.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000 MANNINGS FRICTION FACTOR = 0.0220 NORMAL -DEPTH FLOW INFORMATION: »»> NORMAL DEPTH FLOW(CFS) = 18.50 FLOW TOP-WIDTH(FEET) = 11.20 FLOW AREA(SQUARE FEET) = 3.92 HYDRAULIC DEPTH(FEET) = 0.35 FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.72 UNIFORM FROUDE NUMBER = 1.406 PRESSURE + MOMENTUM(POUNDS) = 226.29 AVERAGED VELOCITY HEAD(FEET) = 0.346 SPECIFIC ENERGY(FEET) = 1.046 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 12.84 CRITICAL FLOW AREA(SQUARE FEET) = 5.15 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.40 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.59 CRITICAL DEPTH(FEET) = 0.80 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 214.75 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.200 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.003 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 jS��1Cr (51kanp - DESCRIPTION JOB# w.-4 ( r--KtJi'I'Wu va.cp Siot- 3 - L f 5S¢7 DESIGNED BY APPROVED 1 i I_ I 1 • I_5' ... .t ; . ,/ I i —1.._. '._._G Jx.tis-r_i-NCr SIikDR1.F._ 1 1 I 0.02 y SHEET OF DATE FS...-._ i it 1 Emergency Overflow Channel in Park • DESCRIPTION frne F�� �u�Lck "j C� xi...) pandit__ ALLARD ENGINEERING civil engineering • land surveying • land planning • Victorville JOB# I sq 4-1 SHEET OF t f • 8253 Sierra Ave. • Fontana, CA 92335 Ph. (909) 356-1815 • Fax (909) 356-1795 • www.allardeng.com DESIGNED BY DATE APPROVED 11 I I i ■■■■ i 1 ■■■■E ■■ ■■■■■ ■ c...„- i I i I 1 i I I i ■ ■■■■■■ ■■■■ ■■■■■■■ ■ H I i1 II 1■ 1■ i I 1 ■ — - 1 1 1 _- 1 _ - --- IR.... C — ■■■■■ .. 1I1 !1I ■..i III 1 fl 1 ..�.... 1111111 'I i O 1 1 ■1111 ■■■■ �' � ■■■■■■■■ ....... 1 11 II I ,I I 1 II . ..■■! l li III ' . I11 Ii l N , i 1 1 I I I immillosI ii1■■- 11 :, 5 � 1.............................L.H5..... i I 1 _�- I1 _________ I ,I ..P.oet. E0 I I ' i ■■■■■■ fl ��nd.tJl A■ I ! _____:„ 1 III III ■■■ ■■■■■■■ ■■■■■■ I i i I f I. ■ I I I I I S= I O, o i d i I 1 I1 1 I! In - I c>.,cBc� • — 1 — _ ■■■■■ 11 I I I I ■ ■ ■■■■■■■ i I ■, IK]■■ rill �I I 11 ,1 ! ■■■■■■■ ■.■■■■■ ■■■■■■■ ■■■■■■� I I I ! I I I I i I I I I 1( I I I I I ■ ■ r Ht ! I I I 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 Enginering 8253 Sierra Avenue Fontana Ca. 92335 TIME/DATE OF STUDY: 09:09 10/21/2010 Problem Descriptions: TR 18676 Emergency Overflow Grass **************************************************************************** »»CHANNEL INPUT INFORMATION«« CHANNEL Z1(HORIZONTAL/VERTICAL) = 5.00 Z2(HORIZONTAL/VERTICAL) = 5.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.010000 UNIFORM FLOW(CFS) = 43.00 MANNINGS FRICTION FACTOR = 0.0300 • NORMAL -DEPTH FLOW INFORMATION: »»> NORMAL DEPTH(FEET) = 1.47 FLOW TOP-WIDTH(FEET) = 14.71 FLOW AREA(SQUARE FEET) = 10.81 HYDRAULIC DEPTH(FEET) = 0.74 FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.98 UNIFORM FROUDE NUMBER = 0.817 PRESSURE + MOMENTUM(POUNDS) = 662.12 AVERAGED VELOCITY HEAD(FEET) = 0.246 SPECIFIC ENERGY(FEET) = 1.716 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 13.55 CRITICAL FLOW AREA(SQUARE FEET) = 9.19 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.68 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = CRITICAL DEPTH(FEET) = 1.36 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.696 4.68 649.05 0.340 Hydrology Exhibits MEIREMIFIREIWINLIMIIIIIIIIIMIIIINIIIIMITI111111111111111111111111INIIII1911111011111119'111111111111111111ifillERNEMnIMMEIMENIMIMMaiiimnatimihmeaminannaimmarutommitmmunimmu..., 0 0 t-• 0 a_ t x Tra" 74‘-' 4#0,r2a) ,e,giggg2 a ?' a 3. c- •m:, '1,4' S. ......- ''& 4 .' ,-- ,t rvis 5 ..,-/ xw'm 5 ,, gag. r- .* War"•rr: /- <di 'Wittig; •• • • • ert-,t va. , tvit, Fs . •-..„,, 'it,. t„ it..., _ .12,,,,c, •,,,,,,, ,,,.., •mr: ') : . , r 3"D'' xxx4.4 _ma.— --,Z.-_,,„ \ ct•-----'‘--77,:tet--7,4 ....m.,7,1 . .„.„--,yn \ --,“11(,, iwa, a ye y ,A ... ... ,., •"--,..... U • „tt tw.,st tal \ :KW • 17, 7 . 11 --A ,,,, _.iri - cru- -----N_, —, i 5 • r.' v li v ?--,7, \ Liu .o , P." N '.'t. t t tt‘ 1=0 t • gilii-g: i - I "‘„ g • ,' 4 I Ca ...," , 'a52 ,, frifiggig tik i.......„ gi ii isir-:a . t te 1 . • • . .,,, iw•,...\- ' \ ) • + / / Maitii! ‘.--.... txr....12 i 5 1 1 "1 X t.-- I .5 ./fra-H. jIt...t • le I k z`C.,"/Th 1 A-- iA/ --i---.. --;, t-,, .lAcIA ; k ii fir rl Ve ',„ C '5 I trte ' "....tretif r•-• 5: \ , „......-m, 2-, 110 t-"57•5‘‘ .5. \ ..4544' '''')).-: I. "r•-iic' i t , -_ ...„„...... --, s. — Th.zz:Tcr ,,., a „ our ( /3 • VAL? „ei • tr V We: /5 . Irtrer : ex.‘,...-.. rtrA15): Irk,' PREPARED FOR: FOR: PREDEVELOPED HYDROLOGY MAP CITY 0 FONTANA TRACT NO. 8676 & 18676-1 0.155.5: r-4 ' • x`I'" {3 1, ti nws; -vamp 4. L . At? P.ORtrr ttt 1 ••• • I ,cTi,;-• ,--t t c- re if # i Lii ' . fl, - '-'''"'I • 1 1-c 1. , •,/ H 7\---,z± ,4 • I vt---r- , Er 1.1 .fiterr, ,...._,,,,,,.... / ..ti , ii.j- t--, l • • ) A .5. . ,.. , 7e‘'/ CNC:" 1-\\ / ....54: 5/ PJRJ LIME INVESTMENTS, LLC 10370 TRADEMARK STREET RANCHO CUCAMONGA, CALIFORNIA 91730 (909) 291-7600 FAX (909) 291-7630 z 1292.8 — 1—:-";Va'‘1:11,1 1 I771 te ogr fitt " rnS:•-TVt..V;- "‘r 120." 7 . t :4 Li f .„41t-trkt 'i entratritau.f tr/ ."trit'jia.t:Xtjt":t'YV?-.:7t=aVrttt.rt.taiErt...1.?7,c2,4- h 't IL PROJECT LOCATION a ,;..,.....; c zaa*lr.r....,I: .„ t L _...Tt •-::.„._t_,; L . i et, -, - , is, , ‘t '4 \ t \ CI 47 5 x -at....--- 1/4-, ---t—., .. is . "e----7, r-'1 l'" ..- a --. psLax.,,, -- tZttrta ar -----rner 1-7 `3,..._„....._ Ic 2 " , ----- x "r....,,, •1....„ r ri...n.„..a S,___,„. 3: " a.e tierlkA 1‘-x.‘"? 1 .1, s La:4 x,___. ix ' e------r akl..""--..,„I'' 1.`".---""--"C"-,,, C-..........—""--.Th- 5, ii--iii ' vi} 't • < ThaZb.: VS • •)(tr5 .raf td 7 U-'24 I ?Aux X i tritat't a. • r rznx ” .y- 7).155,5r. tSM) art) • • /7 ' 100 • WALNUT AVENUE AVENUE • BASELINE• 4:4 4'49 .4 MILLER ' AVENUE FOOTHILL • BOULEVARD iCs ARROW SA.N.B.A.G. 611 I. C) La Pi' VICINITY MAP • NOT TO SCALE LEGEND NODE ACREAGE (AC.) (1204,0 ELEVATION / FAIR GRASS COVERAGE TRAVEL LENGTH (FT.) INDICATES SUBAREA BOUNDARY COM COMMERCIAL LAND COVERAGE CRAPHIC SCALE 0 50 100 200 ( IN FEET) 1 INCH g 100 FL 400 • • PR EI)EVELOPED .HyDRoLocy • frvw.. • .,.• • TRACT NO. 186.76......& 1867011 Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning 8253 Sierra Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 356-1795 11 I VII' I I it [111111 1111 [ ItV!l loll IL NEB El dml'JllelmI(ndllflllli Inn 1II111Ifl1F1YMI Ief 111119If plg@ tifllTIW flWIDI EMilinl 00=5.1 LOFS EMERGENCY OVERFLOW CHANNEL IN ,ARK (SEE SE&UON IN HYDROLOGY MO -HYDRAULICS REPORT AND TRF� DRAIN IMPRvOV MENT PLANS) PREPARED FOR: DEVELOPED HYDROLOGY MAP CITY OF FONTANA TRACT NO. 18676 & 18676-1 1t 87 5' 144 toa.0 CFS r; 1312.4 Qi(=3.1 CFS O-1(41 PJRJ LIME INVESTMENTS, LLC 0:8-560 MILLER AVENU 131 war •tom rj17 i x 1 I u r A1305.2 1296.0 SUGAR CASE LANE i4 23 280:0 9.3 CFS 4 CFS awe * NOTE EXHIBIT IS FOR IN —TRACT HYDROLOGY. FOR ACTUAL FLOW IN BASIN SEE DEVELOPED FLOW ROUTING EXHIBIT Rag III306.4 Imo; !et !b id A I 1297.4 K T2 8.1— Yc _1INTERIM1 BASIN OUTLET--,-'�).� PIPE ti PROJECT LOCATION WALNUT AVENUE AVENUE BASELINE Si Ne to MILLER • AVENUE FOOTHILL BOULEVARD ARROW SAN.BAG. HEMLOCK BEECH SULTANA m � s ffi o 5 � OLEANDER VICINITY MAP NOT TO SCALE LEGEND ELEVATION /�Q\ 1204.0 NODE ACREAGE (AC.) BAR COM 5-7 PK CB FAIR GRASS COVERAGE TRAVEL LENGTH (FT.) INDICATES SUBAREA BOUNDARY FLOW DIRECTION BARREN LAND COVERAGE COMMERCIAL LAND COVERAGE 5-7 DWELLING UNITS PER ACRE PARK CATCH BASIN GRAPHIC SCALE 100 0 50 100 200 400 (war) 1Mai■ 100 a DEVELOPED HYDROLOGY'MA:Pi.. TRACT NO. 18676 8418676.1 Prepared By: ALLARD ENGINEERING 10370 TRADEMARK STREET RANCHO CUCAMONGA, CALIFORNIA 91730 (909) 291-7600 FAX (909) 291-7630 Civil Engineering - Land Surveying - Land Planning 8253 Sierra Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 356-1795 I CL DEVELOPED FLOW R3UTING EXHIBIT CITY OF FONTANA TRACT NO. 18676 & 18676-1 EMERGENCYOI�RFLOW CHANNEL IN`P\ARK (SEE SEkTICLI- IN HYDROLOGY. AND -HYDRAULICS REPORT, AND $woM}` DRAIN IMPROVEMENT PLANS) I I n� ,` ^ u �f PREPARED FOR: use TSPICEL N ®#2 LAT'A' 10370 TRADEMARK STREET RANCHO CUCAMONGA, CALIFORNIA 91730 (909) 291-7600 FAX (909) 291-7630. MILLER AVENUE Zia AONDS f 12 CHIVE 13 LANE 14 PHASE __ 15 7 6 PHASE 5 i' II 4 3 2 PROJECT LOCATION PC INTERIM OUTLET -10 MILLER • FOOTHILL VICINITY MAP NOT TO SCALE LEGEND —„� FLOW DIRECTION CB CATCH BASIN GRAPHIC SCALE 50 100 200 (INFEET ) 1 INGI m 100 FL DEVELOPED FLOW ROUTING EXHIBIT TRACT NO. 18676 1St 18676-1 Slat Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning 8253 Sierra Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 356-1795 BOULEVARD S.A.N.BAG.