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HomeMy WebLinkAboutTract No. 15709 Drainage Study1 1 1 1 —r(21-IQo. 151D9 CHERRY AVENUE Storm Drain - Sta. 60+ 78.48 to 74+01.78 CITY OF FONTANA DRAINAGE STUDY May 22, 2000 Reference 126-1150 PREPARED BY: Madole & Associates, Inc., of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Q QI DO HYDROLOGY ❑ H STORM DRAIN HYDRAULICS ❑ Cherry Avenue mainline ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ 10 and 100 year Rainfall Map ❑ Hydrology Map DISCUSSION In 1997, storm drain facilities in Cherry Avenue were designed by Madole and Associates and approved by the City of Fontana as a condition of approval for Tract No. 15709. This storm drain was approximately 600 feet in length commencing at the proposed juntion with the Baseline storm drain and terminating north of the junction serving Tract No. 15709. The hydrology for this system was prepared utilizing lot configurations for future development at the northeast corner of Cherry Avenue and Walnut Avenue. The lot configurations were provided to Madole and Associates by Allard Engineering, the Civil Engineer for the Westgate Community. In this analysis it was assumed that the majority of the tributary flows within the proposed lots would be directed to a connecting street to Walnut Avenue, approximately 900 feet east of Cherry Avenue. This point of concentration is referred to as Node 51.3 in the 1997 Hydrology. From this node, the concentrated flows would then travel within a piped reach to the intersection of Walnut and Cherry Avenues. The Walnut Avenue flows confluenced with Cherry Avenue flows at Node 53 total a Q of 306.6 CFS. Today, this new report is prepared to support improvement plans for the extension of the reach approved in 1997 to Walnut Avenue. After meeting with City staff and revisiting the 1997 hydrology, it was agreed that the majority of the flows coming from the lots at the northeast corner of Cherry Avenue and Walnut Avenue would not exist at the connecting street to Walnut Avenue approximately 900 feet east of Cherry Avenue. The hydraulic design of the Cherry Avenue extension to Walnut Avenue assumed the full 306.6 CFS from the intersection of Walnut Avenue southerly. The storm drain in Cherry Avenue upstream of the Walnut Avenue junction was sized per the City of Fontana Master Plan. The storm drain in Walnut Avenue was sized per the Master Plan as well. Hydraulics for these pipe reaches were not calculated for lack of actual Q. 1 1 1 t SITE SUMMIT AV co I- U BASELINE AV / > a >- cc U 0 cc Li) Q FOOTHILL BLVD v = cc PROPOSED - — STORM DRAIN \ BASELINE AV WA�NI) I AV_ n Z 0 IfiAWAII WY CHERRY AV qDA cT" U I 0 4, U 0 S 0 2 z DASELINE MADOLE do ASSOCIATES. INC. OF THE INLAND EMPIRE CONSULTING CNL DIG/JEERS AND TJ4D PLANERS 10E01 CHURCH STREET. SUITE 107 RANCHO CUCAMONGA. CA 91730 (909) 948-1311 CHERRY AVENUE DRAINAGE VICINITY MAP t 1 1 Q100 HYDROLOGY 05/22/00 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * CHERRY AVE STORM DRAIN * * 0100 HYDROLOGY * * ************************************************************************** FILE NAME: C:\AES94\RATSC4\FTLE\CHERRY.100 TIME/DATE OF STUDY: 10:48 8/19/1997 * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -*`ITME-OF-CONCE3NTRATIc MODEL#- .. 1Z.__::Tv.:: �4rE- .._:: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE STZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALIP SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETF LOW MODEL* HALF- CROWN 'ID STREET-CR06SFALL: CURB GUTTER-Gff EFRIFS: MANNING WIDTH CROSSFALL IN- / CUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR No. (FT) (FT)_ SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 12.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 2 20.0 12.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLAW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 11EI as (Maxim Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO TIME UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 48.00 'ID NODE 49.00 IS CODE = 2.1 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW -LENGTH (Fu1') = 1200.00 ELEVATION DATA: UPSTREAM(&E1') = 1427.00 DOWNSTREAM(Eu1') = 1408.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION (RANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.094 * 100 YEAR RAINFALL INPENSITY(IN(/HR) = 3.304 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVEWF'1 T TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.50 .98 .60 32 16.09 RESIDENTIAL "3-4 DWELLINGS/ACRE"' B 9.10 .75 .60 56 16.09 SUBAREA AVERAGE PERVICUS LASS RATE, Fp (INC /HR) = .78 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNGFF(CFS) = 27.05 TOTAL AREA (ACRES) = 10.60 PEAK FLOW RATE(CFS) = 27.05 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.10 IS CODE = 6.2 »» > COMPUI E STREET FLOW TRAVEL TIME THRU SUBAREA « «< > > > > > (STREET TABLE SECTION # 1 USED) < «« UPSTREAM ELEVATION(} :1) = 1408.00 DOWNSTREAM ELEVATION(1 !) = 1402.00 STREET LENGTH (FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWID'L1L (F;1') = 20.00 DISTANCE FRCII CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSJ EFTS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAU = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.23 ***STREET FLOWING FULL*** STREETFI.LM M)DEL RESULTS USING ESTIMATED FLOW: STREET FLOW DET'I I CFI1;T) . _ .61 HAIFS'TRFET FLOOD WIDTH(I'E1) = 17.36 AVERAGE FLOW VIIACITY(rhu!'/SE)C.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc (LIT.) = 19.25 * 100 YEAR RAINFALL INTFNSITY(INCH/BR) = 2.967 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/RR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.10 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.90 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCV/HR) = .85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOF'F(CFS) = 24.31 EFFECTIVE AREA(ACRES) = 21.60 AREA -AVERAGED Fb(INCH/HR) = .49 AREA -AVERAGED Fp (INC H/iRt) = .82 AREA -AVERAGED Ap = .60 'OTAL AREA(ACRES) = 21.60 PEAK FLOW RATE(CFS) = 48.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPI'H(Fu1') = .65 HALFSTREET FLOOD WIDTH(FEE1') = 19.07 FLOW VELOCITY(}' ;1'/SEC.) = 4.02 DEPTH*VELOCITY = 2.61 **************************************************************************** FLOW PROCESS FROM NODE 49.10 TO NODE 49.20 IS CODE = 6.2 >>>>>CXX4ipu E STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STREET TABLE SECTION II 1 USED) <“« UPSTREAM ELEVATION(FEET) = 1402.00 DOWNSTREAM ECEVATION(L1') = 1385.00 STREET LENGTH(Ei11 = 1340.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH (EEi I') = 20.00 DISTANCE FROt1 CROWN 'IC) CROSSFALL GRADEBREAK(F ;1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 60.12 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(EE 1') = .65 HALFSTREET FLOOD WIDTH(E1l1') = 19.31 AVERAGE FLOW VECOCITY(E'1'/SEC.) = 4.94 PRODUCT OF DEPTH&VELOCITY = 3.23 STREET FLOW TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 23.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.615 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMEDTP TYPE/ SCS SOIL AREA Fp Ap SCS LAID USE GROUP (ACRES) (INCN/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.20 .94 1.00 38 NATURAL GOOD COVER "GRASS" B 12.70 .69 1.00 61 SUBAREA AVERAGE PERVIOUS IDES RATE, Fp(INCH/HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOEF(CFS) = 23.86 EFFECTIVE AREA(ACRES) = 35.50 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .76 AREA -AVERAGED Ap = .76 TOTAL AREA (AC RES) = 35.50 PEAK FLOW RATE(CFS) = 65.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (E 1') = .67 HALF'STREET FLOOD WIDTH (11 ;1) = 20.10 FLOW VELOCITY(Em'/SEC.) = 5.09 DEPTH*VELOCITY = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 49.20 TO NODE 53.00 IS CODE = 6.2 >>>>>COr1PiTIE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STREET TABLE SECTION II 1 USED) ««< UPSTREAM ELEVATIOI(E7 1') = 1385.00 DOWNSTREAM ELEVATION(FEET) = 1345.00 STREET LENGTH (Ei1') = 2290.00 CURB HEIGHT (INCHES) = 8.0 STREET HALF WIDTH (E'±1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(EE1) = 12.00 INSIDE STREET C OSSFALL (DECJTIAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DEC LMAL) = .020 **TRAVEL TIME O]1F1TLED USING ESTIMATED FLOW(CFS) = 73.91 ***STREET FLOWING FULL*** STREE'TFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (rir) _ .66 HALFS'IREET FLOOD WIE H (F 1') = 19.74 AVERAGE FLOW VELOCITY(F1Er/SEC.) = 5.91 PRODUCT OF DE TH&VELOCITY = 3.91 STREET' FLAW TRAVEL TIMENIN.) = 6.46 Tc (MIN .) = 30.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/BR) (DECIMAL) CN COMMERCIAL A 4.10 .98 .10 32 NATURAL GOOD COVER "GRASS" B 6.70 .69 1.00. 61 SUBAREA AVERAGE PERVICUS LOSS RATE, Fp(INCH/HR) _ .70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .66 SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 17.51 EFFECTIVE AREA(ACRES) = 46.30 AREA AVERAGED Fht(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .75 AREA AVERAGED Ap = .73 TOTAL AREA (ACRES) = 46.30 PEAK FLAW RATE(CFS) FS) = 71.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (F 1') = .66 HALFSTREET FLOOD WIDTH (F1;1') = 19.43 FLOW VELOCITY Nu i /SEC.) = 5.83 DEPTH*VE OCIITY = 3.82 **************************************************************************** MOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 10 >>>>>MAIN -STREAM MEMORY COPIED ON D MEMORY BANK II 1 <<<<< **************************************************************************** FLOW PROCESS FIOI NODE 50.00 TO NODE 50.10 IS °ODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME--CCNCE.NTRATIcX NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLAW-LEh1GTH (F }2.1') = 800.00 ELEVATION DATA: UPSTREAM (1; 1') = 1415.00 DOWNSTREAM (FEET) = 1400.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc (NI N.) = 13.229 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.716 SUBAREA Tc AND LOSS RATE DATA (AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/BR) (DE MAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACME" A 1.70 .98 .60 32 13.23 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 4.10 .75 .60 56 13.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .81 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 16.85 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) FS) = 16.85 **************************************************************************** FILM PROCESS FROM NODE 50.10 TO NODE 50.20 IS CODE = 6.2 »»>COMP TIE STREET FLOW TRAVEL TIME THRU SUBAREA<«< > > > > > (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEYATICN(Ial) = 1400.00 DOWNSTREAM ELEVATION(Lur) = 1394.00 STREET LENGTH(}EC) = 770.00 CURB HEIGlrr(INCI ES) = 6.0 STREET HALE IDflIO'ur) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(} ;l') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DDCIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.36 ***STREET FLAWING FULL*** STREETFI.OW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DE VDI (FEET) = .53 HALFSTREET FLOOD WIDQH(LIE11 = 21.57 AVERAGE FLOW VELOCI'IYGr/SEC.) = 3.13 PRODUCT OF DEPTH ATIOUIY = 1.66 STREET FLOW TRAVEL TIME(M N.) = 4.11 Tc(MIN.) = 17.34 * 100 YEAR RAINFALL INI NSITY(INCA/HR) = 3.160 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GR UP (ACRES) (INCH/IRt) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.90 .98 .60 32 RESIDENTIAL "3-4 DWE:LUNGS/ACRE" B 5.70 .75 .60 56 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCN/I1R) = .84 SUBAREA AVERAGE PERVICUS AREA FRACTILM, Ap = .60 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF (C 'S) = 22.94 EFFECTIVE AREA(ACRES) = 15.40 AREA AVERAGED Eln(INCN/HR) = .50 AREA -AVERAGED Fp (IN(/IR2) = .83 AREA -AVERAGED Ap = .60 1U AL AREA(ACRES) = 15.40 PEAK FILM RATE(CFS) = 36.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (k' ;r) = .57 HALFSTREET FLOOD WIDRH (FE T) = 23.52 FLOW VEI.00I'IY (1U 1'/SEC.) = 3.40 DEPTH*VELOCITY = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 50.20 TO NODE 50.30 IS CODE = 6.2 > > > > >(XMPLTTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< »»> (STREET TABLE sEcrioN # 1 USED) ««< UPSTREAM E LEVATI( (EE1) = 1394.00 DOWNSTREAM ELEVATION (}LE1') = 1374.00 STREET LENGTH(FEET) = 1100.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH (M: 111) = 20.00 DISTANCE FRCII CROWN TO CROSSFALL GRADEBREAK(E r) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HAIFSTREGTS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 46.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING EST'IIHATED FLOW: STREET FLOW DEPTH (iul) = .58 HALFSTREEr FLOOD WIDTH (i11') = 15.71 AVERAGE FLOW VELOCITY(i]!'/SEC.) = 4.96 PRODUCT OF DEPTH&VELOCITY = 2.88 STREET FLOW TRAVEL TIME(Mfl .) = 3.70 Tc (MIN.) = 21.03 * 100 YEAR RAINFALL INTF iSITY(INCH/HR) = 2.813 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) IN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 18.25 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED Fln(INCH/HR) = .53 AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 50.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .59 HAIFSIREEf FLOOD WIDTH (ilf) = 16.38 FLOW VELOCITY(FEET/SEC.) = 5.13 DEPTH*VVELOCITY = 3.05 **************************************************************************** FIN PROCESS FROM NODE 50.30 TO NODE 50.30 IS CODE = 1 > > > > >DESIGNATE INDEPENDENT STREAM FOR CL FLUENCE« «< 7l7TAL NUMBER OF STREAMS = 2 CONFUJEICE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.03 RAINFALL INIFNSITY(INCH/HR) = 2.81 AREA AVERAGED Fm(INCH/HR) = .53 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM AREA(ACRES) = 24.50 PEAK FLAW RATE(CFS) AT CONFLUENCE = 50.34 **************************************************************************** FLOW PROCESS FRO( NODE 50.40 TO NODE 50.50 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< > > USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA < < INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM (FEET) = 1405.00 DOWNSIREAMOW) = 1395.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.072 * 100 YEAR RAINFALL INffNSITY(IN(/ID2) = 3.926 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECfllAL) CN (MIN.) RESIDEWIAL "3-4 DWELLINGS/ACRE" A 3.70 .98 .60 32 12.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.12 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 11.12 **************************************************************************** FLOW PROCESS FROM NODE 50.50 TO NODE 50.60 IS CODE = 6.2 >>>>>COM UTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >(STREET TABLE SECTION # 1 USED) « « < UPSTREAM ELEVATION (E>:I;1) = 1395.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 STREET LENG H (.FEEF) = 590.00 CURB HER T (INCHES) = 8.0 STREET HALEWIDrIII (FEET) = 20.00 DISTANCE FR'CM CROWN TO CROSSFALL GRADEBREAK (FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 cUTSTIT STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CF'S) = 21.30 SIREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (Eu;1') = .48 HALFSTREET FLOOD WIDTH(FEET) = 16.30 AVERAGE FIN VE.00ITY (MEET/SEC.) = 3.74 PRODUCT OF DE"IH&VELOCITY = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 2.63 Tc(M N.) = 14.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.488 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/BR) (DECIMAL) IN RESIDEdITAL "3-4 DWELLINGS/ACRE" A 6.00 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.70 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (IN(/H R) = .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFI'(CFS) = 20.33 EFFECTIVE AREA(ACRES) = 11.40 AREA AVERAGED Fm(INCH/HR) = .56 AREA -AVERAGED Fp(INCH/HR) = .94 AREA AVERAGED Ap = .60 'IUTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 30.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (F ;1') = .53 HALFSTREEP FLOOD WIDTH (FEET) = 18.73 FLOW VEL0C1TY(E 1'/SEC.) = 4.05 DEFTH*VETOCI Y = 2.16 **************************************************************************** FLAW PROCESS FROM NODE 50.60 TO NODE 50.70 IS CODE _. 6.2 »»)CUTE STREET FLAW TRAVEL TIME THRU SUBAREA««< > > > > > (STREET TABLE SECTION # 1 USED) «< « UPSTREAM ECEUATION(1LF1) = 1386.00 DOWNSTREAM ECEUATION(1]E1') = 1380.00 STREET LENGIH(1E1') = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HAIEWINH (E1EI') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (11;1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 JJTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HAIFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.10 ***STREET FLOWING FULL*** SPREETFLDW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) _ .60 HALESIREET FLOOD WINNOW = 16.44 AVERAGE FLOW VEOOCITY(F1Er/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 2.42 STREET FLOW TRAVEL TIME(MIN .) = 2.15 Tc (MIN .) = 16.85 * 100 YEAR RAINFALL INN NSITY(INCH/HR) = 3.214 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCN/HR) (DECIMAL) CN RESIDENITAL "3-4 DWELLINGS/ACRE" A 3.70 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 4.60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCJBR) = .85 SUBAREA AVERAGE PERVIOUS AREA FRACTIC , Ap = .60 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 20.20 EFFECTIVE AREA(ACRES) = 19.70 AREA -AVERAGED Fh (INC /HR) = .54 AREA AVERAGED Fp (INC /HR) = .90 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) = 47.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (.FEET) = .62 HALFS7RFET FLOOD WIDrTH (E'I1') = 17.72 FLOW VELOC TY(FEET/SDC.) = 4.35 DEPTH*VELOCITY = 2.70 **************************************************************************** FLOW PROCESS FROM NODE 50.70 TO NODE 50.30 IS CODE = 6.2 > > > » carIPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< > > > > > (STREET TABLE SECTION # 1 USED) «< « UPSTREAM ELEVATICHN(1 1') = 1380.00 DOWNSTREAM ELEVATION(17.11') = 1374.00 STREET LENGTH (FEET) = 825.00 CURB HEIIC;UF (INCS) = 8.0 STREET HALFWID'IH (E1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL ALL GRADEBREAK (1 1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HAIFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME C MPUIED USING ESTIMATED FLOW(CFS) FS) = 56.03 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (Itia') = .69 HALESTREE,T FLC D WIDTH(I f) = 21.32 AVERAGE FLOW VELOCI'IY(F ;1'/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 2.81 STREET FLOW TRAVEL TIME(MIN.) = 3.39 Tc(MIN.) = 20.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.879 SUBAREA LOSS RATE DATA(AMC II): DEVEIOPMEN TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.10 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.20 .75 .60 56 SUBAREA AVERAGE PERVICUS LOSS RATE, Fp(INCH/HR) _ .94 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 17.28 EFFECTIVE AREA(ACRES) = 28.00 AREA -AVERAGED Ftn(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA AVERAGE Ap = .60 TOTAL AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) = 58.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (ElEr) = .70 HAL FSTREEI' FLOOD W]I1m (11 E1') = 21.87 FLOW VEL0CI Y(ITEf/SEC.) = 4.11 DEPTH*VELOCITY = 2.89 **************************************************************************** FLOW PROCESS FROM NODE 50.30 TO NODE 50.30 IS CODE = 1 >>>)>DESIGNATE INDEPENDENT STREAM FOR CO FLUENcE<<<<< >>>>>AND OOMPUL'E VARIOUS OONF'LUENCED STREAM VALIJES<<<<< TOTAL NUMBER OF STREAMS = 2 OONTLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF C 1' CCENIRATION (MIN.) = 20.24 RAINFALL INTENSITY(INCH/J]R) = 2.88 ARM -AVERAGED Fin (INC /HR) = .55 AREA -AVERAGE Fp(INCH/HR) = .91 AREA -AVERAGE Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 28.00 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLAW RATE(CFS) AT CONFLUENCE = 58.73 ** C NFlUENCE DATA ** STREAM Q Tc Intensity Fp (Fin) Ap Ae SOURCE NUMBER (CFS) MIL) (INCH/HR) (INCH/HR) (ACRES) NODE 1 50.34 21.03 2.813 .88( .53) .60 24.50 50.00 2 58.73 20.24 2.879 .91( .55) .60 28.00 50.40 RAINFALL INTENSITY AND TIME OF (XVCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLAW RATE TABLE** STREAM Q Tc Intensity Fp(Ftn) Ap Ae SOURCE NUMBER (CFS) Ot N.) (INCH/BR) (INCH/BR) (ACRES) NODE 1 107.4 21.03 2.813 .900( .540) .60 52.5 50.00 2 108.6 20.24 2.879 .900( .540) .60 51.6 50.40 CXIMPLTLED CONFLUENCE LUENCE .ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) FS) = 108.56 Tc (MIN.) = 20.241 EFFECTIVE AREA(ACRES) = 51.58 AREA -AVERAGED Rn(INCII/HR) = .54 AREA AVERAGED Fp(INCH/HR) = .90 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 52.50 LL1 GEST FLOWPATH FROM NODE 50.00 TO NODE 50.30 = 2670.00 FEET. **************************************************************************** FLOW PROCESS FROM M)E 50.30 TO MODE 50.80 IS CODE = 6.2 > > > > > OOMP TrE STREET FLAW TRAVEL TIME THRU SUBAREA < «« > > > > > (STREET TABLE SECTION II 1 USED) < «< < UPSTREAM VATION (Fi Ei) = 1374.00 DOWNSTREAM ELEVATION (F'r 17 = 1364.00 STREET IFNGIH(F7 1') = 830.00 CURB HEIGHT(INUIES) = 8.0 STREET HALFWI H (Fi1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(F 1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREE'TS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME MAIMED USING ESTIMATED FLOW(CFS) = 114.75 ***STREET FLOWING FULL*** STREE FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLAW DEPTH (F,'1) = .80 HALESTREET FLOOD W]DT1I (FEE1') = 26.76 AVERAGE FILM VELOCITY(F1,1;1'/SEC.) = 6.03 PRODUCT OF DEPTH&VELOCITY = 4.83 STREET FLOW TRAVEL TBIE(MIN.) = 2.29 TcOLIN.) = 22.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.699 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCB/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 12.37 EFFECTIVE AREA(ACRES) = 58.08 AREA -AVERAGED Ftn (INC /HR) = .55 AREA -AVERAGED Fp (INCH/HR) = .91 AREA -AVERAGED Ap = .60 'ICITAL AREA(ACRES) = 59.00 PEAK FLOW RATE(CFS) = 112.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .80 HAIFSTREET FLOOD WIDTH (} i i') = 26.51 FLOW VELDCI Y(Fu;1'/SEC.) = 6.00 DEFTH*VELOCITY = 4.78 **************************************************************************** FLOW PROCESS FROM MBE 50.80 TO MODE 50.80 IS CODE = 1 >» > > DESIGNATE INDEPENDENT STREAM FOR C ONFLLIENCE< «< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF OO C ENIRATION (MIN.) = 22.54 RAINFALL INII.NSITY(INCH/HR) = 2.70 AREA -AVERAGED Fn(INOH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 58.08 TOTAL STREAM ARF21(ACRES) = 59.00 PEAK FLAW RATE(CFS) AT CONFLUENCE = 112.59 **************************************************************************** FLAW PROCESS FROM NODE 50.90 TO NODE 51.00 IS CODE = 2.1 » »)RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME-OF-CONU TRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGIM (F i1') = 720.00 ELEVATION DATA: UPSTREAM0E I) = 1402.00 DOWNSTREAM(L 1') = 1390.00 Tc = K*[(IINGIH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc (MIN.) = 12.986 * 100 YEAR RAINFALL INTEIS1TY(INCH/HR) = 3.758 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) IN (MIN. ) RESIDENTIAL "3-4 EYEI.LE ICES/ACRE" A .60 .98 .60 32 12.99 RESIDENTIAL "3-4 DWELLENGS/ACRE" B 1.50 .75 .60 56 12.99 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) = .81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.18 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.18 **************************************************************************** FLOW PROCESS FROM LODE 51.00 TO NODE 51.10 IS CODE = 6.2 >>>»OOMPUTE STREET FLOW TRAVEL TIME THRU SLMAREA<<«< > > > > > (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION (FEED) = 1390.00 DOWNSTREAM ELEVATION (E EE1') = 1373.00 STREET IENGGTH (E I') = 930.00 CURB HEI(II' (INCHES) = 8.0 STREET HALFWIDRH (1;1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GR DEBREAK (Fai) = 12.00 INSIDE STREET CROSSFALL(DEXLNAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 STREET PARKWAY CRC SSF'ALL (DECO MAT) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLC)W(CTS) = 13.09 STREE;IFTAW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (E'r19 = .41 HALFSTREET HOOD WIDTH(EET) = 12.73 AVERAGE FLAW VEU3CITY(FE1'/SEC.) = 3.61 PRODUCT OF DEPTH&VELIDCITY = 1.49 STREET FLOW TRAVEL TIMEKEN.) = 4.15 TOM) = 17.14 * 100 YEAR RAINFALL INTENSITY(INCl/HR) = 3.181 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCE LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 13.77 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Ftn(INCH/HR) = .46 AREA -AVERAGED Fp(INCH/HR) = .77 AREA -AVERAGED Ap = .60 TCITAL AREA(ACRES) = 7.70 PEAK FLAW RATE(CFS) = 18.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEMOTED ET) = .45 HALFSTREET FLOOD WIL1IH (rru1') = 14.80 FLOW VELACITY(E 1'/SEE.) = 3.96 DEPTH*VELDCI"IY = 1.80 *************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 51.10 IS OODE = 8.1 »» >ADDITICW OF SUBAREA TO MAINLINE PEAK FT.OW« «< MAINLINE Tc (NIN) = 17.14 * 100 YEAR RAINFALL INIENSITY(INCH/HR) = 3.181 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENP TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DDCNL) CK RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.40 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 18.15 EFFECTIVE AREA(ACRES) = 15.40 AREA -AVERAGED Fm (INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) = .85 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 15.40 PEAK FLAW RATE(CFS) = 37.02 **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 50.80 IS CODE = 6.2 > > > > >Ctff'UI'E STREET FLOW TRAVEL TIME THRU SUBAREA< < < < < »»> (STREET TABLE SECTION it 1 USED) ««< UPSTREAM ELEVATION(Eu;1') = 1373.00 DOWNSTREAM ELEVATION(Ilia) = 1364.00 STREET LENGIH(Eu1') = 520.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH (1u1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(11Er) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFAJ.L (DEX IMAL) = .020 SPECIFIED NUMBER OF HALFSTREE'TS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DE MAL) _ .020 **TRAVEL TIME CCMPUTED USING ESTIMATED FTDW(CFS) = ***STREET FLOWING FULL** SIREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW W DEPTH (Fi,1;;1') = .56 HALFS'IREEE FLOOD WIDTH (E111') = 14.85 AVERAGE FLAW VEL.IOCITY(E ;1'/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 2.58 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc (AIIN.) = 19.03 39.29 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.987 SUBAREA LCGS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (IN(/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWEILRNGS/ACRE" A 2.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (IN(H/IRt) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.54 EFFECTIVE AREA (ACRES) = 17.50 AREA -AVERAGED Fin (INCH/HR) = .52 AREA -AVERAGED Fp (INCH/HR) = .87 AREA AVE RAGED Ap = .60 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = 38.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (EE1;1') = .56 IIALFSTRE ET FLOOD WIDTH(FEET) = 14.73 FLOW VELOCITY (KEE1'/SEX .) = 4.57 DE PIH*VELOCITY = 2.57 **************************************************************************** FLOW PROCESS FROM NODE 50.80 TO NODE 50.80 IS CODE = 1 »»>DEHIGNATE .INDEPENDENT STREAM FOR CONFLUENCE<«« >>>>>AND COMPUTE VARIOUS OQNFLUENC D STREAM VALUFS<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CE TRATIOW (MIN.) = 19.03 RAINFALL, INTENSITY(INa1/HR) = 2.99 AREA -AVERAGED E (INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) = .87 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRE) = 17.50 TOTAL STREAM AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.86 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp (Ern) Ap Ae SOURCE NUMBER (CFS) (MEN.) (INCH/BR) (INCH/BR) (A(HES) NODE 1 111.45 23.33 2.644 .91( .55) .60 59.00 50.00 1 112.59 22.54 2.699 .91( .55) .60 58.08 50.40 2 38.86 19.03 2.987 .87( .52) .60 17.50 50.90 RAINFALL INTENSITY AND TIME OF C ONC ENTRATICII RATIO CONFLUENCE FORMULA USED FOR 2 SIREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FIn) Ap Ae SC JRCE NUMBER (CFS) (MIN.) (INCH/BR) (INCH/HR) (ACRES) NODE 1 146.9 22.54 2.699 .899( .539) .60 75.6 50.40 2 144.9 23.33 2.644 .899( .539) .60 76.5 50.00 3 146.7 19.03 2.987 .898( .539) .60 66.6 50.90 COMPUTED OONF1JJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CIS) = 146.92 Tc(MIN.) = 22.536 EFFECTIVE AREA(ACRES) = 75.58 AREA -AVERAGED WINCH/BR) = .54 AREA -AVERAGED Fp(INCH/BR) = .90 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 76.50 LONGEST FIOWPATH FROM NODE 50.00 TO RUDE 50.80 = 3500.00 EEi;1'. **************************************************************************** FLOW PROCESS FROM NODE 50.80 TO NODE 51.20 IS OBE = 6.2 »»>OCIMPUIE STREET FLOW TRAVEL TIME THRU SUBAREA<«< > > > > > (STREET TABLE SECTION # 1 USED) < «« UPSTREAM ELEVATION(FEET) = 1364.00 DOWNSTREAM ELEVATION(1u1') = 1352.00 STREET LENGTH(IIE1') = 760.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWI :I I (1 1') = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(F1;1') = 12.00 INSIDE STREET CROSSFALL (DE INAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALT'STREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME (IMPUTED USING ESTIMATED FIDW(CFS) = 150.69 ***STREET'FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET ROW DEPTH(1'iz1) = .84 HALFSTREET FLOOD WITJIH (Fu1') = 28.59 AVERAGE FLOW VEIDCI'IY(FEET/SEC.) = 7.16 PRODUCT OF DEP'IIi&VELDCITY = 6.00 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 24.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.580 SUBAREA LOSS RATE DATA(AMC II): DEVELOR1ENP TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DEGQW CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUM)FF(CFS) = 7.54 EFFECTIVE AREA(ACRES) = 79.78 AREA AVERAGED FM(IN(/HR) = .54 AREA -AVERAGED Fp(INC /HR) = .90 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 80.70 . PEAK FLOW RATE(CFS) = 146.92 NOTE: PEAK FLAW RATE DEFAULTED PO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .83 HALFSTREET FLOOD WIDTH (1i i) = 28.22 FLOW VE CCITY(FFET/SEC.) = 7.12 DEPTH*VELOCITY = 5.91 **************************************************************************** FLOW PROCESS FROM NODE 51.20 TO NODE 51.30 IS CODE = 6.2 >>>>>COM}'UIE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< > > > > > (STREET TABLE SECTION # 1 USED) < «« UPSTREAM ELEVATION (F 1') = 1352.00 IXMNSTRFAM F UATION (IE1') = 1351.00 STREET LENGI110.111') = 870.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH (FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADESREAK(F71') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DEQMAL) = .020 SPECIFIED NUMBER OF.HALFSTREE S CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 150.64 ***STREET FLOWING FULL** STREETF%OW MODEL RESULTS USING ESTIMATED FLOW: SIRED' FLOW DEPTH (FEET) = 1.32 HALFSTREET FLOOD WIDTH (FAT) = 52.70 AVERAGE FLOW VELOCITY(F'I a I'/S r.) = 2.50 PRODUCT OF DEPTH&VELOCITY = 3.30 STREET FLOW TRAVEL TIME(MIN.) = 5.80 Tc(MIN.) = 30.11 * 100 YEAR RAINFALL INTENSITY(INCH/BR) = 2.269 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELL]/ACRE" A 4.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUMJFF(CFS) = 7.43 EFFEOFIVE AREA(ACRES) = 84.68 AREA AVERAGED F1n(INOH/HR) _ .54 AREA AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .60 ¶ItJAL AREA(ACRFS) = 85.60 PEAK FLOW RATE(CFS) = 146.92 NOTE: PEAK FLOW W RATE DEFAULTED 'IO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(Ella) = 1.31 HALFS7 REEL FLOOD WIDTH (I'Ei1') = 52.09 FLOW VELOCITY (E hEr/SEC.) = 2.49 DE FIH*VELOCITY = 3.26 **************************************************************************** FLOW PROCESS FROM NODE 51.30 TO NODE 51.30 IS CODE = 1 »» >DESIGMATE INDEPENDENT NP STREAM FOR F71JENCE« «< TOTAL NUMBER OF STREAMS = 2 OONFLIJFNCE VALUES USED FOR INDE PE D NT STREAM 1 ARE: TIME OF CONCENFRATIa (rIIN.) = 30.11 RAINFALL INTFNSITY(INCH/HR) = 2.27 AREA -AVERAGED FM(INCN/HR) = .54 AREA -AVERAGED Fp(INCH/HR) = .91 AREA AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 84.68 '1UFAL STREAM AREA(ACRES) = 85.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 146.92 **************************************************************************** FLOW PROCESS FROM NODE 51.40 TO NODE 51.50 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLAW -LENGTH (T'11') = 680.00 ELEVATION DATA: UPSTREAM(}i r;r) = 1380.00 DOWNSTREAM(F1. ;1) = 1369.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.968 * 100 YEAR RAINFALL INTENSITY(INC /HR) = 3.450 SUBAREA Tc AND LOSS RATE DATA(AMC II) : DEVEI.OF I NT TYPE/ SOS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (IN(H/HR) (DECIMAL) CN PUBLIC PARK A .80 .98 .85 32 14.97 PUBLIC PARK B 4.60 .75 .85 56 14.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .78 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 13.54 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 13.54 **************************************************************************** FLOW PROCESS FROM NODE 51.50 TO NODE 51.60 IS CODE = 6.2 >>>>>OCMPITTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< > > > > > (STREET TABLE SECTION # 1 USED) «< « UPSTREAM ELEVATION(1I1) = 1369.00 DOWNSTREAM ELEVATION(FEET) = 1365.00 STREET LENGTH(FEET) = 375.00 CURB HEIGHT (INCHES) = 8.0. STREET BALFWIDTH (1111) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBRFAK(11E1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPEciLtED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME ai1HJIED USING ESTIMATED FLOW(CFS) = 21.68 STREEFFLCM MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) _ .51 HA1F 'IRF3;T FLOOD WID►IH (EE1') = 17.61 AVERAGE FILM VEIAC'L'IY(FEE'T/SEC.) = 3.29 PRODUCT OF DEPTH&VELOC.I'IY = 1.68 STREET FLOW TRAVEL TIMEGIIN.) = 1.90 Tc(MIN.) = 16.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.212 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) C' RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.20 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 1.60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNCIF'F(CFS) = 16.27 EFFECTIVE AREA(ACRES) = 12.20 AREA -AVERAGED 1/n(INQVHR) = .60 AREA -AVERAGED Fp(INCH/HR) = .85 AREA -AVERAGED Ap = .71 aura AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 28.65 END OF SUBAREA STREET FILM HYDRAULICS: DEPIH(lual = .55 HA1FSTREET FLOOD WIDTH(km) = 19.77 FLOW VELOCITY(E' ;1'/SEA.) = 3.50 DEFT'*VIIACI'IY = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 51.60 TO NODE 51.30 IS CODE = 6.2 » »)COMPUTE STREET FLAW TRAVEL TIME THRU SUBAREA« « < »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM E1,EVATICW(}u17 = 1365.00 DOWNSTREAM ELEVATION(FF11 = 1351.00 STREET LENGTH (E k f) = 680.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWIDT'H (F11;1) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FE7;1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 Si'Jrt: Y.LU) NUMBER OF HALFSTREEFS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **{TRAVEL TIME OCMP[TIED USING ESTIMATED FLOW(C S) = 34.54 STREETFLCM MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (F ;1') = .53 HALFS'1REET FLOOD WIDTH (u1') = 18.64 AVERAGE FLOW VELOCITY (FE1;T/SEC.) = 4.71 PRODUCT OF DEPTH&VELOCITY = 2.50 STREET FLOW TRAVEL TIME(MITI.) = 2.40 Tc(M N.) = 19.27 * 100 YEAR RAINFALL INTFNSITY(INCH/HR) = 2.965 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 5.20 .75 .60 56 SUBAREA AVERAGE PERVIOUS TOSS RATE, Fp(IN(/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 11.78 EFFECTIVE AREA(ACRES) = 17.40 AREA AVERA® Rn (INU1/HR) = .56 AREA AVERAGE Fp (INC /HR) = .82 AREA AVERAGE Ap = .68 ¶[OTAL AREA (ACRES) = 17.40 PEAK FLAW RATE(CFS) FS) = 37.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (F;1') = .54 HAL.FSTREET FLOOD WIDTH (PEEP) = 19.30 FLAW VELACITY(1EWSEC.) = 4.82 DEPTH*VIIACITY = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 51.30 TO NODE 51.30 IS CODE = 1 >>>>>DESIG2ATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< > > > > >AND COMPUTE VARIOUS C 2 F UENCED STREAM VALUES< «« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF OONCENTTRATIONKIN.) = 19.27 RAINFALL INTENSTTY(INQI/HR) = 2.97 AREA -AVERAGED Flt(INCH/HR) = .56 AREA -AVERAGED Fp(INC /IIR) = .82 AREA -AVERAGED Ap = .68 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE (('S) AT CONFLUENCE = 37.72 ** OONF7_UENCE DATA ** STREAM Q Tc Intensity Fp(Fin) Ap Ae SOURCE NUMBER (CM (MIN.) (INCH/HR) (INCE/1IR) (ACRES) NODE 1 146.92 30.11 2.269 .91( .54) .60 84.68 50.40 1 144.90 30.91 2.233 .91( .54) .60 85.60 50.00 1 146.67 26.60 2.444 .91( .54) .60 75.65 50.90 2 37.72 19.27 2.965 .82( .56) .68 17.40 51.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Bn) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (AGES) NODE 1 176.2 26.60 2.444 .889( .546) .61 93.1 50.90 2 173.7 30.11 2.269 .891( .546) .61 102.1 50.40 3 171.2 30.91 2.233 .891( .546) .61 103.0 50.00 4 173.1 19.27 2.965 .884( .547) .62 72.2 51.40 COMPUTED OO FLLJEN E ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 176.23 Tc(MIN.) = 26.596 EFFECTIVE ECTIVE AREA(ACRES) = 93.05 AREA -AVERAGED FYn (INC /AR) = .55 AREA -AVERAGED Fp(INCN/HR) _ .89 AM -AVERAGE) Ap = .61 TOTAL AREA(ACRES) 103.00 LONGEST FIOWPATH FROM NODE 50.00 TO NODE 51.30 = 5130.00 111A. **************************************************************************** FLOW PROCESS FROM NODE 51.30 TO NODE 51.30 IS CODE = 10 »» >MAIN -STREAM MEMORY COPIED ONTO ME 1JRY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 51.80 TO NODE 51.90 IS CODE = 2.1 • » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIMEOF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(MO = 785.00 ELEVATION DATA: UPSTREAM (Fui') = 1392.00 DOWNSTREAM (F71') = 1380.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.677 * 100 YEAR RAINFALL IN1INSITY(INCH/HR) = 3.642 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOH SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (IN(/}R2) (DECIDE) IN MN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.10 .98 .60 32 13.68 SUBAREA AVERAGE PERVI(XJS LOSS RATE, Fp (IN(H/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.28 TO7TAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 11.28 **************************************************************************** FLOW PROCESS FROM NODE 51.90 TO NODE 52.00 IS (RIDE = 6.2 > > > > > CXMPUI'E STREET FILM TRAVEL TIME THRU SUBAREA« < > > > > > (STREET TABLE SECTION # 1 USED) << <<< UPSTREAM ELEVATION (F1;f) = 1380.00 DOWNSTREAM ELEVATIO J (FEE) = 1372.00 STREET LINGIH GEli1') = 575.00 QJRB HEIGHT(INCHES) = 8.0 STREET HALF WIDTH (F»1') = 20.00 DIS'TANCE.FROM CROWN.TO C OSSFALL GRADEBREAK(Fai') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 GJI'SIDE STREET CROSSFALLUE032L) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIINAL) = .020 **TRAVEL TIME MIME) USING ESTIMATED FLOW (C FS) = 20.37 SrREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (EL1') = .48 HAUFSIREET FLOOD WIDTH(}]ka) = 16.30 AVERAGE FLOW VELOCIW(EI r/SEC.) = 3.58 PRODUCT OF DEPTH&VELD TIY = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc (MIN .) = 16.35 * 100 YEAR RAINFALL INTENSITY(INCN/HR) = 3.272 SUBAREA LOSS RATE DATA, (AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) C RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCT/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 18.14 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fhn(INCT/HR) = .59 AREA -AVERAGED Fp (IN(H/H R) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 11.60 PEAK STOW RATE(CFS) = 28.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (I r i) = .53 HALFSTREET REET FLOOD WIDTH (EE1') = 18.55 FLOW VELOCITY(}} '1'/SEC.) = 3.86 DEPTH*VELOCITY = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.10 IS CODE = 6.2 >>>>>C I4rUIE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (SLREI;r TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATE:WHIM = 1372.00 DOWNSTREAM ELEVATIC ET (F1j I) = 1369.00 STREET LENGLH(11..1;r) = 260.00 CURB HE GNT(INCIES) = 8.0 STREET I TIDTH (111a) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREIK(F;1') = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALLWECIMAL) = .020 SPECIFIED NUMBER OF HALFSTRECTS CARRYING RUNOFF = 2 STREET PARKWAY CR06SFALL(DFEINAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FUOW(CFS) = 34.04 ***STREET FLOWING FULL*** SIREETF1OW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEFT'H(EEr) = .57 HALFSTREET FLOOD WIDTH (FF 'I') = 15.22 AVERAGE FLOW VE[OCITYGEKT/SEC.) = 3.83 PRODUCT OF DEPTH&VELOCITY = 2.19 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc (MIN.) = 17.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.143 SUBAREA TOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/BR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 11.97 EFFECTIVE AREA(ACRES) = 16.80 AREA -AVERAGED WINCH/MO = .59 AREA AVERAGED Fp (INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) = 38.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (LEl;1') _ .59 HALFSTREEI' FLLJOD WIIo (FF= = 16.14 FLOW VEUJCI'IY(FW/SEC.) = 4.02 DEPTH*VELOCITY = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 52.10 TO NODE 52.20 IS OODE = 6.2 »»>CCY1PUIE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION (F'EI;T) = 1369.00 DOWNSTREAM ELLVATICW (FEET) = 1362.00 STREET LENGTH (}LEI) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFIIDTH &'rtl) = 20.00 DISTANCE FROM CROWN 'PO CROSSFALL GRADEBREAK(112;1) = 12.00 INSIDE STREET CRCSSFALL (DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIM IL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.73 ***STREET FLOWING FULL*** SIRE ,'I'Fi1JW MODEL, RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .59 HAIFSTREET FLOOD WIDRH(E'EE1') = 16.01 AVERAGE FLOW VELOCITY(}} Er/SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY = 2.76 STREET FLOW TRAVEL, TIME(MIN.) = 1.56 Tc(MIN.) = 19.05 * 100 YEAR RAINFALL INTENSITY (INC /H R) = 2.986 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT' JT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCl/HR) (DECIMAL) CN RESIDENTIAL "3-4 TMELL NGS/ACRE" A 5.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCi/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 12.10 EFFECTIVE AREA(ACRES) = 22.40 AREA -AVERAGED F n (INCl/HR) _ .59 AREA -AVERAGED Fp(INCl/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) = 48.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (E 11 = .60 HALFSTRE ET FLOOD WIDTH (E ;1) = 16.56 FLOW VELOCIT (11;h;1'/SEC.) = 4.86 DEPTH*VELOCITY = 2.90 **************************************************************************** FLOW PROCESS FROM NODE 52.20 ID NODE 52.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CCNFZLJENCE<<< < < TOTAL NUMBER OF STREAMS = 2 Q F JJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF C ?JCENTTRATION (MIN.) = 19.05 RAINFALL INTENSITY(INCH/HR) = 2.99 AREA -AVERAGED Fm (INCH/IRt) = .59 AREA AVERAGED Fp(INCH/HR) = .98 AREA AVERAGED Ap = .60 EFFELTIVE STREAM AREA(ACRES) = 22.40 TOTAL STREAM AREA(ACRES) = 22.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.40 **************************************************************************** FLOW PROCESS FROM NODE 52.30 TO NODE 52.40 IS CODE = 2.1 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF -CONCENTRATION NalOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(Eta) = 610.00 ELEVATION DATA: UPSTREAM (FEET) = 1364.00 DOWNSTREAM GIEI') = 1363.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.324 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.960 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACAS) (INCH/HR) (DECIMAL) CN OlIN. ) RESIDENTIAL "3-4 DWELLINGS/ACREE" A 1.20 .98 .60 32 19.32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.80 .75 .60 56 19.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .82 SUBAREA AVERAGE. PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.89 ICTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 52.40 TO NODE 52.20 IS CODE = 6.2 > >> > >C MPU'1E STREET FLOW TRAVEL TIME THRU SUBAREA<<< < < > > > > > (STREET TABLE SECTION # 1 USED) < < «< UPSTREAM ELE,VATION(Iliu) = 1363.00 DOWNSTREAM ELEVATION(FEET) = 1362.00 STREET LENGTHOW .;I') = 700.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWIDTII (ESP) = 20.00 DISTANCE FROM CROWN 7O CROSSFALL GRADEBREAK(1m) = 12.00 INSIDE STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEC MAL) = .020 SPECIFIED D NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DEONAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOWING FULL*** STREEIFLCJW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(EFET) = .59 HALFSTREET FLOOD WIDTH Ou a) = 15.95 13.31 AVERAGE FLOW VELOCITY(}E1'/SFC.) = 1.40 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(NIN.) = 8.31 Tc(MIN.) = 27.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.388 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/PM (DE MAL) IN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.70 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 2.50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCN/HR) = .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 8.75 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED Ftn(INC /HR) _ .51 AREA -AVERAGED Fp (INGI/HR) = .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 15.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (n Ea') = .61 HALFSTREE'T' FLOOD WIDTH (E 1.E1') = 17.11 FLOW VELOCTI'Y(FEE,T/SEC.) = 1.50 DEPTH*VELOCITY = .91 **************************************************************************** FLOW PROCESS FROM NODE 52.20 TO NODE 52.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM POR CO FLUENCE<<<<< > > > > >AND COMPUTE VARIOUS OONFLLJENCED STREAM VAIIJES<<<< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF OON ENTRATION (lIN.) = 27.63 RAINFALL INTENSITY(INCH/HR) = 2.39 AREA -AVERAGED fln(INC /TIR) = .51 AREA -AVERAGED Fp(INO /HR) = .84 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.20 TOTAL STREAM AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) FS) AT CONFLUENCE = 15.58 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp (Rn) Ap Ae SOURCE NUMBER (CFS) (IIN.) (INCH/HR) (INC /HR) (ACRES) NODE 1 48.40 19.05 2.986 .98( .59) .60 22.40 51.80 2 15.58 27.63 2.388 .84( .51) .60 9.20 52.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Ftn) Ap Ae SOURCE NUMBER (CFS) OfEN.) (INCH/1R) (INCIUHR) (ACRES) NODE 1 62.6 19.05 2.986 .946( .568) .60 28.7 51.80 2 51.9 27.63 2.388 .937( .562) .60 31.6 52.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.55 Tc(MIN.) = 19.048 EFFECTIVE AREA(ACRES) = 28.74 AREA -AVERAGED Fin (INC /HR) = .57 AREA -AVERAGED Fp(INUYHR) = .95 AREA -AVERAGED Ap = .60 TCWAL AREA(ACRES) = 31.60 LONGEST FI.OWPATH FROM NODE 51.80 ID NODE 52.20 = 2060.00 FAT. **************************************************************************** FLOW PROCESS FROM NODE 52.20 TO NODE 51.30 IS CODE = 6.2 >>>>>OOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »» > (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATIa'I(1111') = 1362.00 DOWNSTREAM ELEVATION(FE1) = 1351.00 STREET LENGTH (F;1') = 970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWID'IH (FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEE1') = 12.00 INSIDE STREET CROSSFALL(DECIIW = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HAIFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALd,(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOWING FULL#** STREETFLCM MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = .68 HALFSTRE P FLOOD WIDTH WEET) = 20.84 AVERAGE FLOW VELOCI7Y(F 1'/SEC.) = 4.97 PRODUCT OF DEPTH&VELOCITY = 3.40 STREET FLOW TRAVEL TIME(N N.) = 3.25 Tc (MIN.) = 22.30 * 100 YEAR RAINFALL INT NSITY(INC /HR) = 2.716 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INC /HR) COMMERCIAL A 2.50 .98 COMMERCIAL B .90 .75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INtH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA (ACRE) = 3.40 SUBAREA RUNOFF (CFS) = 8.03 EFFECTIVE AREA (ACRES) = 32.14 AREA -AVERAGED FM (INCIi/HR) = .52 AREA -AVERAGED Fp (IN(H/HR) = .95 AREA -AVERAGED Ap = .55 M'AL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 63.61 66.57 Ap SCS (DECIMAL) CN .10 32 .10 56 .91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (Frl17 = .67 HALFSIREET FLOOD WIDTH (FEET') = 20.41 FLOW VELQCITY(E f/SEC.) = 4.88 DEPTH*VFTLOCITY = 3.29 **************************************************************************** FLOW PROCESS FROM NODE 51.30 TO NODE 51.30 IS CODE = 11 » » >OCNF LUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CE'S) (MIN.) (INCH/HR) (IN(H/HR) 1 63.61 22.30 2.716 .95( .52) 2 53.77 31.14 2.223 .94( .52) LONGEST FIOWPATH FROM NODE 51.80 TO NODE Ap Ae SOURCE (ACRES) NODE .55 32.1 51.80 .55 35.0 52.30 51.30 = 3030.00 ill'. **MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp (Fyn) NUMBER (CFS) DUN.) (INCH/HR) (INCH/HR) 1 173.15 19.27 2.965 .88( .55) 2 176.23 26.60 2.444 .89( .55) 3 173.74 30.11 2.269 .89( .55) 4 171.16 30.91 2.233 .89( .55) LONGEST FLOWPATH FROM NODE 50.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) NUMBS (CF'S) (MIN.) (INCH/HR) (INCH/HR 1 238.0 22.30 2.716 .902( .538) 2 223.9 31.14 2.223 .902( .539) 3 234.3 19.27 2.965 .900( .539) 4 235.1 26.60 2.444 .902( .539) 5 228.7 30.11 2.269 .902( .539) 6 225.2 30.91 2.233 .902( .539) TOTAL AREA = 138.00 Ap Ae SOURCE (ACRES) NODE .62 72.2 51.40 .61 93.1 50.90 .61 102.1 50.40 .61 103.0 50.00 51.30 = 5130.00 Ap .60 .60 .60 .60 .60 .60 Ae SOURCE (ACRES) NODE 113.0 51.80 138.0 52.30 100.0 51.40 126.6 50.90 136.7 50.40 137.9 50.00 OCMPUTE D CONFLUENCE ESTIMATES ARE AS FOLLOWS: : PEAK FLOW RATE(CFS) FS) = 238.03 Tc(MIN.) = 22.302 EFFECTIVE AREA (ACRES) = 112.98 AREA AVERAGED Fh (INCH/HR) = .54 AREA AVERAGED Fp(IN(/HR) = .90 ARM -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 138.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 51.30 = 5130.00 iEbr. **************************************************************************** FLOW PROCESS FROM NODE 51.30 TO NODE 51.30 IS ODDE = 12 > >>>CLEAR MEMORY BANK # 2 « « < **************************************************************************** FLOW PROCESS FRCt4 NODE 51.30 TO NODE 53.00 IS CODE = 6.2 >>>>>COMP TTE STREET FLOW TRAVEL TIME THRU SUBAREA<<< « >>>>>(STREET TABLE SECTION #' 1 USED) « « < UPSTREAM ELEVATION (FEET) = 1351.00 DOWNSTREAM ELEVATION(Ilia) = 1345.00 STREET LENGTH (FEET) = 920.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWID1IH (I:iEr) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (} m1') = 12.00 INSIDE STREET CR(SSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSIREETS CARRYING RUNOFF = 2 STREET PARKWAY (ROSSFALL (DEC2L) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 239.90 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FAT) = 1.14 HALFSTREET FLOOD WIDTH (FAT) = 43.91 AVERAGE FLOW VIIOC3TY(Frr;r/SEC.) = 5.54 PRODUCT OF DEP H&VE OC1 Y = 6.35 STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 25.07 * 100 YEAR RAINFALL INIINSITY(IN(/RR) = 2.532 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT' TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRE) (INCH/HR) (DECIMAL) IN COME tCIAL A 1.70 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(IN(H/HR) = .98 SUBAREA AVERAGE PERVICXJS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRE) = 1.70 SUBAREA RUNOFF(CFS) = 3.73 EFFECTIVE AREA(ACRFS) = 114.68 AREA -AVERAGED Rn(INCH/HR) _ .53 AREA AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .59 TOTAL AREA(ACRES) = 139.70 PEAK FLOW RATE(CFS) = 238.03 NOTE: PEAK FILM RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(Ilia) = 1.14 HALFSTREET FLOOD WIDTH (FEI) = 43.72 FLOW VEIQ(TW(F';1/SEC.) = 5.54 DEPTH*VELOCITY = 6.32 **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 11 >>>>>OONFLUENCE NEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FYn) NUMBER R (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 234.33 22.04 2.735 .90( .53) 2 238.03 25.07 2.532 .90( .53) 3 235.06 29.36 2.303 .90( .53) 4 228.66 32.89 2.152 .90( .53) 5 225.17 33.70 2.120 .90( .53) 6 223.94 33.93 2.112 .90( .53) LONGEST FIOWPATH FROM NODE 50.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fin) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 71.44 30.22 2.264 .75( .55) LONGEST FTOWPATH FROM NODE 48.00 TO NODE ** PEAK FLOW RATE TABLE ** Ap Ae SOURCE (ACRE) NODE .59 101.7 51.40 .59 114.7 51.80 .59 128.3 50.90 .59 138.4 50.40 .59 139.6 50.00 .59 139.7 52.30 53.00 = 6050.00 E 1'. Ap Ae SOURCE (ACRE) NODE .73 46.3 48.00 53.00 = 5530.00 E1/1'. STREAM Q Tc Intensity Fp(Fla) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRE) NODE 1 300.8 22.04 2.735 .856( .536) .63 135.5 51.40 2 306.6 25.07 2.532 .857( .536) .63 153.1 51.80 3 306.1 29.36 2.303 .855( .537) .63 173.3 50.90 4 295.4 32.89 2.152 .857( .537) .63 184.7 50.40 5 290.6 33.70 2.120 .857( .537) .63 185.9 50.00 6 289.0 33.93 2.112 .857( .537) .63 186.0 52.30 7 304.9 30.22 2.264 .855( .537) .63 177.1 48.00 TOTAL AREA = 186.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 306.58 Tc(MIN.) = 25.068 EFFECTIVE AREA(ACRES) = 153.08 AREA AVERAGED Fm(INCN/HR) = .54 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = .63 TCYTAL AREA (ACRES) = . 186.00 LONSESY FLCMPATH FIOI NODE 50.00 TO NODE 53.00 = 6050.00 }UN. **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 12 m » CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.50 IS CODE = 3.1 >>>>>OCMPUIH PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< > > > > > USING OOMPUTIR-ESTIMATED PIPESIZE (NON -PRESSURE FLOW) < < «< UPSTREAM NODE ELEUATIC!' (ka1') = 1344.50 DOWNSTREAM NODE ELEVATICN(Eum) = 1321.90 FLOW LENGTH (E>1) = 1234.00 MANNING' S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(} 1'/SEC.) = 19.78 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 306.58 PIPEFLOW TRAVEL TIME(MIN.) = 1.04 TcO4IN.) = 26.11 **************************************************************************** FLOW PROCESS FROM NODE 53.50 TO NODE 53.50 IS CODE = 10 » » >MAIN -STREAM MEMORY COPIED CN O MEMORY BANK # 1 « « < **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 > > » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FliN-LENGTH (E 1) = 830.00 ELEVATION DATA: UPSTREAM Gm') = 1348.80 DOWNSTREAM (1r E;1) = 1339.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECAL) CN (PIIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INC}T/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.36 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.2 >>» >OOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < > > > > > (STREET TABLE SECTION # 2 USED) < < < < < UPSTREAM ELEVATION (F EL1) = 1339.90 DOWNSTREAM ELEVATICW (FEET) = 1335.80 STREET LENGTH (}11T) = 273.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDRII (}E r) = 20.00 DISTANCE FROM CROWN TO CROSSFA1L GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL (DE IM1 L) = .020 OUTSIDE STREET CR06SFALL(DDCIMAL) = .020 SPEC IFDDD NUMBER OF HALFSL'REL'TS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME C TIP TED USING ESTIMATED F LCM (CFS) = 9.70 STREETFLOW MODEL, RESULTS USING ESTIMATED FLOW: STREET FLOW DEFTH(FEET) = .35 HALFSIREET FLOOD WID'IH(rr 1') = 12.17 AVERAGE FLOW VEIOC~TIY(F>1'/SEC.) = 3.05 PRODUCT OF DEVJH&VEIACITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 16.50 * 100 YEAR RAINFALL INTENSI Y(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRE) (INC /HR) (DECIMAL) CN RESIDENTIAL "3-4 MILLINGS/ACME" A .70 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS TOSS RATE, Fp(INCH/HR) = 89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 4.20 AREA AVERAGED Fm (INC H/HR) = .47 AM -AVERAGED Fp(INCH/HR) = .79 AM -AVERAGED Ap = .60 TOTAL AREA(ACRFS) = 4.20 PEAK FLOW RATE(CFS) = 10.52 END OF SUBAREA STREET FLOW HYDRAULICS: DET`IH (FEET) _ .36 HALFSTRE EI' FLOOD WIDTH (FEET) = 12.55 FLOW VEOCITY(YEur/SEC.) = 3.13 DEFfl1*VELOCITY = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINL NE Tc (MIN) = 16.50 * 100 YEAR RAINFALL INI'ENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (IN(H/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.80 .98 .60 32 SUBAREA AVERAGE PERVICUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.32 EFFECTIVE AREA(ACRE) = 6.00 AREA -AVERAGED Fin(INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) = .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRE) = 6.00 PEAK FLOW RATE(CFS) = 14.84 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.2 >>>>> fl1FUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >»» (STREET TABLE SECTION # 2 USED) ««< UPSIREN4 ELEVATICN(11±1') = 1335.80 1X»'NSTREAM ELEVATE:(1m) = 1334.50 STREET 1 NGTH (1u1') = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWI H (17 1) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(L ;1') = 12.00 INSIDE STREET' CROSSFALL(DECtMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME CO1PU`1 D USING E TEMATED FLOW(CFS) = 16.05 STREETFLOW MODEL RESULTS USING ES MA'iiu FLOW: STREET FLOW DEPTH (11i;1) _ .49 HALFSTREET FLOOD WIDTH(11.12) = 18.73 AVERAGE FLOW VEI.00HTY(1 EUSEC.) = 2.22 PRODUCT OF DEPTH&VE IIQTY = 1.08 STREET FLOW TRAVEL T IXE (MIN.) = 2.12 Tc (MIN.) = 18.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DaIMAL) CN RESIDENTIAL "3-4 DWEILIGS/ACRE" A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(C S) = 2.42 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Flt(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/1iR) = .86 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (111;19 = .49 HALFSTREET FLOOD WIDTH (11E1) = 18.73 FLOW VELOCHTY(1u 1'/SEC.) = 2.22 DEPTH*VEDDCIT'Y = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO 1c1)E 85.00 IS CODE = 8.1 > > > > >ADDITICN OF SUBAREA ID 14IAINLINE PEAK FIIM« << < MAINLINE Tc(MIN) = 18.62 * 100 YEAR RAINFALL INIENSITY(INCH/HR) = 3.027 SUBAREA LOSS RATE DATA (AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INO1/HR) (DE IMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.30 .98 .60 32 RESIDENTIAL "3-4 DWELLEGS/ACRE" B .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCH/HR) = .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) .= 1.90 SUBAREA RUM F(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 9.00 AREA -AVERAGED Fin (INCH/II R) = .52 AREA AVERAGED Fp (INCN/HR) = .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 20.28 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO LODE 95.00 IS CODE = 6.2 >>>>>COMPU'IE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< > > > > > (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(El1') = 1334.50 DOWNSTREAM ELEVATION(IIL1) = 1332.00 STREET LE[JGTH0, 1') = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDrIH (}EI r) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(Ei1) = 12.00 INSIDE STREET CROSSFALL(DECIIIAL) = .020 OUTSIDE STREET CROSSFALL(DECIMMAL) = .020 SPECIFIED NUMBER OF HALFSIREErS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIIL) = .020 **TRAVEL TIME CLMPUTED USING ESTIMATED FiOW(CFS) = 21.33 STREETFLCJW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(}E3) = .48 HAIF'STREGT FLOG) WIDTH (FOP) = 18.45 AVERAGE FLOW VEIIJCE Y(F i'/SEC.) = 3.04 PRCHXJCP OF DEPTH&VELOCITY = 1.46 STREET FLOW W TRAVEL TIME(MIN.) = 1.54 Tc (MIN.) = 20.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.886 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INC1L/HR) (DDCIMAL) IN RESIDENTIAL "3-4 DWE LMS/ACRE" A .80 .98 .60 32 RESIDENTIAL, "3-4 DYE:LUNGS/ACRE" B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCE/HR) = .93 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Ftn(INCH/HR) = .53 AREA AVERAGED Fp(INCH/HR) = .88 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFS'IREEI' FLOOD WIa'il1(FEET) = 18.45 FLOW VELOCTIY(EuT/SEC.) = 3.02 DEPTH*VELOCITY = 1.45 **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 > > > > >DESIGNATE INDEPENDENT STREAM FOR CXNFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF C ONCENTRATICN (MIN.) = 20.16 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED WINCH/RR) = .53 AREA -AVERAGED Fp (IN(H/HR) = .88 AREA AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFIDENCE = 21.24 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CAE = 2.1 > > > »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLAW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM (E .:1) = 1348.80 DOWNSTREAM (F]E1) = 1342.00 Tc = K*[(LENGTH** 3.00)/(ELLVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(NIN.) = 17.717 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.118 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCfi/HR) (DAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL ARE 1(ACRES) _ A 3.70 .98 B 1.30 .75 LOSS RATE, Fp(INCH/HR) = .92 AREA FRACTION, Ap = .60 11.56 5.00 PEAK FLOW RATE(CFS) = (MIN.) .60 32 17.72 .60 56 17.72 11.56 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 IS CODE = 6.2 > > > > > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< < < < < »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATICrT(FEEa') = 1342.00 DOWNSTREAM ELEVATION(Eu1') = 1332.00 STREET LENGTH (EE1') = 457.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIITT'H (FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBRFAK(E]0 = 12.00 INSIDE STREET CROSSF'ALL(DDCIMAL) = .020 UPSIDE STREET CROSSEALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREEIS CARRYING RUNOFF = 2 STREET PARKWAY (ROSSEAIL(DDC L) = .020 **TRAVEL TIME OMITTED USING ESTIMATED ELOW(CFS) = 15.02 STREETFLCM MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (I I22) = .38 HALFSIRE T FLOOD WIITIH (EE;11 = 13.48 AVERAGE FLOW VELOCITY (}u;1'/SEC.) = 3.90 PRODUCT OF DEPTh&VELDCDIY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc (MIN.) = 19.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.929 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT' TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HT) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.10 .75 .60 56 SUBAREA AVERAGE PERVICXJS LOSS RATE, Fp (INC H/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.92 EFFECT IVE AREA(ACRES) = 8.10 AREA -AVERAGED Fm (INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60 TDTAL AREA(ACRFSI = 8.10 PEAK FLOW RATE(CFS) = 17.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTTi(N 1') = .40 HALFSTREEI' FLOOD WIIIIH(11.11) = 14.33 FLOW VELOCITY (}IJJ '/SEC.) = 4.08 DEPTH*VELOCITY = 1.62 **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO WOE 95.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR OONFiUFNCE<< « < >» >>AND C MPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TCIIAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIC1 (MIN.) = 19.67 RAINFALL IN'I NSITY(INKH/HR) = 2.93 AREA -AVERAGED FM(IN(/HR) = .51 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA AVERAGED Ap = .60 FICTIVE STREAM AREA(ACRES) = 8.10 TCII'AL STREAM AREA(ACRES) = 8.10 PEAK FILM RATE(CFS) FS) AT C 4FUJENCE = 17.63 ** CONFIDENCE DATA ** STREAM Q T'c Intensity Fp (T:ln) Ap Ae SOURCE NUMBER (CFS) (DIIN.) (INCH/HR) (INCH/HR) (ACRIM NODE 1 21.24 20.16 2.886 .88( .53) .60 10.00 6.00 2 17.63 19.67 2.929 .85( .51) .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CCNCENTRATION RATIO CONFLUENCE FORMULA USED FUR 2 STREAMS. ** PEAK P1CM RATE TABLE ** STREAM Q Tc Intensity Fp (F)n) Ap Ae SOURCE NUMBER (CFS) OlIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 38.6 20.16 2.886 .866( .520) .60 18.1 6.00 2 38.7 19.67 2.929 .866( .519) .60 17.9 6.00 CONFUTED OONFLIJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.73 Tc (MIN.) = 19.669 EFFECTIVE AREA(ACRES) = 17.86 AREA -AVERAGED Fm(INCH/HR) = .52 AREA -AVERAGED Fp(INC /HR) = .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FRCM NODE 6.00 TO NODE 95.00 = 1665.00 }'1'. **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATICM(F,l 1') = 1332.00 DOWNSTREAM ELEVATION(EEl1) = 1327.60 STREET LENGTH (Fur) = 287.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDrIH(}12;1') = 20.00 DISTAKE FROM CROWN TO CROSSFALL GRADEBREAK(F]E1') = 12.00 INSIDE STR ET CROSSFAIL(DDCIMAL) = .020 OUTSIDE STREET CROSSFAIL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME CIIPUTED USING ESTIMATED FIAW(CFS) = 39.87 ***STREET FLOWING FULL*** STREET 'JIM MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (ru;1') _ .53 HAII'STREET FLOOD WIDTH(F];1') = 21.63 AVERAGE FLOW VELOCI'TY(rl1'/SEE.) = 4.37 PRODUCT OF DEPTH&VELOCITY = 2.33 STREET FLAW TRAVE., TIME(MIN.) = 1.10 Tc OWN.) = 20.76 * 100 YEAR RAINFALL IN'TENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEUE LAMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (IN(/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE' A .60 .98 .60 32 RESIDENTIAL "3-4 DWELLING/ACRE" B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 18.96 AREA -AVERAGED Rn(INCH/HR) = .52 AREA -AVERAGED Fp (INCH/HR) = .87 AREA AVERAGED Ap = .60 Tam AREA(ACRES) = 19.20 PEAK FLAW RATE(CFS) = 39.51 END OF SUBAREA STREET FLAW HYDRAULICS: DEPTH (itial = .53 HALFSTREEr FLOOD WIDTH ()' ;1) = 21.57 FLAW VELOO T'Y(FU1'/SEC.) = 4.35 DEPTH*VE OCITY = 2.31 **************************************************************************** FLAW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 »» >ADDITION OF SUBAREA 'IO MAIZTNE PEAK FIAW« «< MAINLINE Tc (MIN) = 20.76 * 100 YEAR RAINFALL TNTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "3-4 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.20 EFFECTIVE AREA (ACRES) = 23 AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRFN) = 23.40 Fp Ap •SCS (INCH/HR) (DECIMAL) CN 4.20 .98 .60 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.51 .16 AREA -AVERAGED Fin (INCH/HR) = .53 .89 AREA -AVERAGED Ap = .60 PEAK FLAW RATE(CFS) = 48.01 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6.2 >» ))CZI JIE STREET FLAW TRAVEL TIME THRU SUBAREA<<<<< >) > > > (STREET TABLE SECTION # 2 USED) «< « UPSTREAM ELEI/ATIODJ(Fi19 = 1327.60 DOWNSTREAM ELEVATION(r ;T) = 1322.80 STREET LENGTH(FEET) = 268.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH (F±1') = 20.00 DISTANCE FROM CROWN 7O C,ROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECTMAL) = .020 OUTSIDE STREET CROSSFALL(DaC MAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECITlAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMA1'U) FLOW(CFS) = 49.29 ***STREET FLOWING FULL*** STREEIFLC)W MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WITTH(FEEP) = 22.55 AVERAGE FLOW VELOCITY(liu'/SEC.) = 4.96 PRODUCT OF DEPTH&VELOCITY = 2.73 STREET FLAW TRAVEL TJ]1E (MIN.) = .90 Tc (MIN.) = 21.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.764 SUBAREA LOSS RATE DATA(AMC II): DEVEWF'MENP TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INC'H/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 24.46 AREA -AVERAGED fl (IN(/HR) = .53 AREA AVERAGED Fp (INOI/HR) = .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) = 49.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH O 1') = .55 IIALFSTREET FLOOD WIDRII (F11') = 22.55 FLOW VELOCITY(L r/SEC.) = 4.94 DEPIH*VELOCCLY = 2.72 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 > > > > >DESIGI ATE INDEPENDENT STREAM FOR CONTLLJE NCE< < < « 'IC1TAL NUMBER OF STREAMS - = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF I CENTRATICIV (MIN.) = 21.67 RAINFALL INIENSITY(INCH/E1) = 2.76 AREA -AVERAGED Fm (INCN/HR) = .53 AREA -AVERAGED Fp(INCN/HR) = .89 ARM -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 24.46 TOTAL STREAM AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.08 **************************************************************************** FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 > > > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS < «« »USE TIM-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENG1l1(}EI i') = 545.00 ELEVATION DATA: UPSTRE M(FI: F) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc (NIN.) = 12.238 * 100 YEAR RAIIJALL INTINSITY (INCH/HR) = 3.894 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.) RESIDEPtI'IAL "3-4 DWELLINGS/ACRE" B 1.00 .75 .60 56 12.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 »» >COMP T1'E STREET FLOW TRAVEL TIME THRU SUBAREA« «< »» > (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(} r) = 1332.50 DOWNSTREAM ELEVATION&±11 = 1322.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH (1'm;1) = 20.00 DISTANCE FR)! CROWN TO CROSSFALL GRADEDREAK (Fi;1') = 12.00 INSIDE STREET CROSSFALL (DE IMAL) = .020 OUTSTfE STREET CROSSFALL(DFX IMAL) = .020 SPECIFIED NUMBER OF HALFSTREE S CARRYING RUNOFF = 2 STREET' PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME CCM UT D USING ESTIMATED FLOW(CFS) = 9.33 STREEIFI.OW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DE IH (FEET) = .36 HA1FEITEEr FLOOD WIUn (FEET) = 12.64 AVERAGE FLOW VIIDCITY(FEEF/SEX.) = 2.74 PRODUCT OF DEPTH&VIIDCITY = 1.00 STREET FLOW TRAVEL, TIMEMIN.) = 5.06 Tc (MIN.) = 17.29 * 100 YEAR RAINFALL INTINSITY(INCH/HR) = 3.164 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/BR) (DECIMAL) IN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 12.30 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INC /i1R) = .56 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.30 PEAK FILM RATE(CFS) FS) = 14.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(Eu11 = .41 TAUTIREEr FLOOD WIDTH()' 1') = 15.17 FLOW VEJLOCTPY(E ;1'/SEC.) = 3.06 DEPTH*VELOCITY = 1.27 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND MUTE VARIOUS CCWFLUFNCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CCNCEN TRATION(NIN.) = 17.29 RAINFALL IN FFNSITY(INCN/HR) = 3.16 AREA AVERAGED Fm(INCH/HR) = .56 AREA -AVERAGED Fp(IN(H/HR) = .94 AREA AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.75 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae SOURCE NUMBER (CFS) (NIN.) (INCH/BR) (INCH/BR) (ACRES) NODE 1 48.75 22.15 2.727 .89( .53) .60 24.70 6.00 1 49.08 21.67 2.764 .89( .53) .60 24.46 6.00 2 14.75 17.29 3.164 .94( .56) .60 6.30 4.50 RAINFALL INTENSITY AND TIME OF OONCENTRATICN RATIO OONF UFNCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(10 Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HT) (INCH/BR) (ACRES) NODE 1 61.6 21.67 2.764 .900( .540) .60 30.8 6.00 2 61.0 22.15 2.727 .900( .540) .60 31.0 6.00 3 61.0 17.29 3.164 .902( .541) .60 25.8 4.50 OU1PUTED CONFLUENCE UENCE ESTIMATES ARE AS FOLLOWS: PEAK FL CY RATE (CFS) = 61.55 Tc(MIN.) = 21.665 EFFECTIVE AREA(ACRES) = 30.76 AREA -AVERAGED Frn(INCH/HR) = .54 AREA AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 31.00 LET FICYPATH FROM NODE 6.00 TO NODE 105.00 = 2220.00 Fl1. **************************************************************************** FLOW PROCESS FROM NODE 105.00 10 NODE 53.50 IS CODE = 3.1 »» >OOMPUIE PIPE -FLOW TRAVEL TIME THRU SUIBARF7« <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NCN-PRESSURE FL M)<<<<< UPSTREAM NODE ELEVATION GE 9 = 1322.80 DOWNSTREAM NODE ELEVATION(FEET) = 1313.70 FLOW LEdGIi3Ouf) = 280.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(IEWSEC.) = 16.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.55 PIPEFLOW TRAVEL TIME(MIN.) = .28 Tc(MIN.) = 21.95 **************************************************************************** FLOW PROCESS FROM NODE 53.50 TO NODE 53.50 IS CODE = 11 >>>>)CONFLUENCE MEMORY BANK # 1 METRE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp (F1n) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 60.95 17.58 3.133 .90( .54) 2 61.55 21.95 2.742 .90( .54) 3 61.02 22.44 2.707 .90( .54) LONGEST FLOWPATH FRCII NODE 6.00 TO NODE ** MEMORY BANK STREAM Q NUMBER (CFS) 1 300.78 2 306.58 3 306.07 4 304.94 5 295.43 # 1 CONFLUENCE DATA ** Tc Intensity Fp(Bn) (MIN.) (INCH/HR) (INCH/HR) 23.09 2.661 .86( .54) 26.11 2.471 .86( .54) 30.40 2.255 .86( .54) 31.26 2.218 .86( .54) 33.96 2.111 .86( .54) 6 290.64 34.77 2.081 .86( .54) 7 289.05 35.00 2.073 .86( .54) LAST FLOWPATH FROM NODE 50.00 TO NODE ** PEAK FLOW RATE TABLE ** Ap Ae SOURCE (ACRES) NODE .60 25.8 4.50 .60 30.8 6.00 .60 31.0 6.00 53.50 = 2500.00 F11. Ap Ae SOURCE (ACRES) NODE .63 135.5 51.40 .63 153.1 51.80 .63 173.3 50.90 .63 177.1 48.00 .63 184.7 50.40 .63 185.9 50.00 .63 186.0 52.30 53.50 = 7284.00 F'wT. STREAM Q Tc Intensity Fp(Fhl) Ap Ae SOURCE NUMBER (CFS) (IN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 340.9 17.58 3.133 .865( .537) .62 129.0 4.50 2 358.5 21.95 2.742 .864( .537) .62 159.5 6.00 3 359.7. 22.44 2.707 .864( .537) .62 162.6 6.00 4 360.5 23.09 2.661 .864( .537) .62 166.5 51.40 5 361.0 26.11 2.471 .864( .537) .62 184.1 51.80 6 354.4 30.40 2.255 .862( .537) .62 204.3 50.90 7 352.2 31.26 2.218 .862( .538) .62 208.1 48.00 8 339.7 33.96 2.111 .863( .538) .62 215.7 50.40 9 334.0 34.77 2.081 .863( .538) .62 216.9 50.00 10 332.2 35.00 2.073 .863( .538) .62 217.0 52.30 TOTAL AREA = 217.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FILM RATE(CFS) = 360.97 Tc(MIN.) = 26.108 EFFECTIVE AREA(ACRES) = 184.08 AREA AVERAGED Fm(INCH/HR) = .54 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 217.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.50 = 7284.00 FE1'. **************************************************************************** FLOW PROCESS FROM NODE 53.50 TO NODE 10.00 IS CODE = 3.1 >>>»031117E PIPE -FILM TRAVEL TIME THRU SUBAREA<<<<< »»)USING COMPUTER -ESTIMATED PIPESIZE (Nai-PRESSURE FLOW) «(< UPSTREAM NODE ELEVATIa (11;P) = 1312.40 DOWNSTREAM NODE ELEVATI0N(1Er) = 1297.80 FIOW LENGTH (F]E1') = 713.00 MANNING'S N = .013 DEPTH OF FLAW IN 60.0 INCH PIPE IS 48.8 INCHES PIPE-FLOW VELOCITY(L r/SEC.) = 21.09 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 360.97 PIPEFIN TRAVEL TIME(MIN.) = .56 Tc(MIN.) = 26.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) PEAK FLDW RATE(CFS) _ ** PEAK FLOW RATE TABLE ** 217.00 184.08 = .86 360.97 TC(MIN.) = 26.67 AREA -AVERAGED Fm(INCH/HR)= .54 AREA -AVERAGED Ap = .62 STREAM Q Tc Intensity Flo(FM) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 340.9 18.14 3.074 .865( .537) .62 129.0 4.50 2 358.5 22.51 2.701 .864( .537) .62 159.5 6.00 3 359.7 23.00 2.667 .864( .537) .62 162.6 6.00 4 360.5 23.65 2.622 .864( .537) .62 166.5 51.40 5 361.0 26.67 2.440 .864( .537) .62 184.1 51.80 6 354.4 30.97 2.231 .862( .537) .62 204.3 50.90 7 352.2 31.83 2.194 .862( .538) .62 208.1 48.00 8 339.7 34.52 2.090 .863( .538) .62 215.7 50.40 9 334.0 35.34 2.061 .863( .538) .62 216.9 50.00 10 332.2 35.57 2.053 .863( .538) .62 217.0 52.30 END OF RATIONAL METHOD ANALYSIS STORM DRAIN HYDRAULICS 05/22/00 N N MN MN UN I w i N I I NM I MI I N 0 I EN T1 TRACT 15709 - CHERRY AVE STORM DRAIN 0 T2 FROM EX. RCP TO WALNUT T3 Q100 HYDRAULICS SO 5454.0501296.390 1 1309.320 R 5459.5601296.410 1 .013 .000 .000 0 R 5475.9601296.470 1 .013 44.470 .000 0 R 5511.1401296.610 1 .013 .000 .000 0 R 5575.0001296.870 1 .013 .000 .000 0 R 5580.0001297.360 1 .013 .000 .000 0 R 5700.0001303.570 1 .013 .000 .000 0 R 5900.0001307.050 1 .013 .000 .000 0 R 6060.4801307.980 1 .013 .000 .000 0 JX 6070.4801308.040 2 3 .013 54.400 1308.800 56.5 .000 R 6078.4801308.240 2 .013 .000 .000 0 R 6393.0001317.810 2 .013 .000 .000 0 TS 6396.0001317.990 2 .013 .000 R 6723.0001324.960 2 .013 .000 .000 0 TS 6729.0001325.020 2 .013 .000 R 7053.0001329.850 2 .013 .000 .000 0 TS 7059.0001329.940 2 .013 .000 R 7384.6001331.890 2 .013 .000 .000 0 JX 7394.2801332.950 5 4 .013 238.000 1332.280 45.0 .000 R 7401.7801333.000 5 .013 .000 .000 0 R 7801.7801343.000 5 .013 .000 .000 0 SH 7801.7801343.000 5 1346.500 CD 1 4 1 .000 5.500 .000 .000 .000 .00 CD 2 4 1 .000 5.000 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 CD 4 4 1 .000 4.500 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 Q 68.600 0 NE ME I NE OM FILE: 1.WSW W S P G W- CIVILDESIGN Version 12.7 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING TRACT 15709 - CHERRY AVE STORM DRAIN FROM EX. RCP TO WALNUT Q100 HYDRAULICS PAGE Date: 3-16-2000 Time:11:27:11 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticalIFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip - I I- -I- -I- -I- -I- - -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I• I I I SF Ave HF ISE DpthlFroude N1Norm Dp I "N" I X-FallI ZR 'Type Ch *********I*********I********I*********I*********I** I I I I I 5454.050 1296.390 12.930 1309.320 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- 5.510 .0036 I I I I I 5459.560 1296.410 12.974 1309.384 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- 16.400 .0037 .0116 I I I I I 5475.960 1296.470 13.607 1310.077 361.00 15.19 3.59 - 1- -I- -I- -I- -I- -I- 35.180 .0040 .0116 I I I I I 5511.140 1296.610 13.874 1310.484 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- 63.860 .0041 .0116 I• I I I 1 5575.000 1296.870 14.352 1311.222 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- - 5.000 .0980 .0116 I I I I 1 5580.000 1297.360 13.920 1311.280 361.00 15.19 3.59 -1- -I- -I- -I- -I- -I- - 120.000 .0517 .0116 I 1 5700.000 1303.570 9.096 1312.666 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- - 200.000 .0174 .0116 I I I I 1 5900.000 1307.050 7.928 1314.978 361.00 15.19 3.59 - I- -I- -I- -I- -I- -I- - 160.480 .0058 .0116 I I I I I 6060.480 1307.980 8.852 1316.832 361.00 15.19 3.59 -I- -I- -I- -I- -I- -I- - JUNCT STR .0060 .0127 .0116 *I*******I********I********1*******1*******I***** I******* I I I I I I I 1312 91 .00 5.07 .00 5.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- I- 06 12.93 .00 5.50 .013 .00 .00 PIPE I I I- I I I I 1312.97 .00 5.07 .00 5.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- 1- .19 .00 .00 5.50 .013 .00 .00 PIPE I I I I I I I 1313.66 .00 5.07 .00 5.500 .000 .00 1 .0 - -I- -I- -I- -I- -1- -I- I- .41 13.61 .00 5.50 .013 .00 .00 PIPE I I I I. I I 1 1314.07 .00 5.07 .00 5.500 .000 .00 1 .0 - I- -I- I -I- -I- -I- I- .74 13.87 .00 5.50 .013 .00 .00 PIPE 1 I I I I I I 1314.81 .00 5.07 .00 5.500 .000 .00 1 .0 - -I- -I- -I- -1- -I- -1- 1- .06 14.35 .00 2.22 .013 .00 .00 PIPE I I 1 I I I I 1314.86 .00 5.07 .00 5.500 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- I- 1.39 13.92 .00 2.66 .013 .00 .00 PIPE I I I I I I I 1316.25 .00 5.07 .00 5.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- I- 2.31 9.10 .00 3.77 .013 .00 .00 PIPE I I I I I I I 1318.56 .00 5.07 .00 5.500 .000 .00 1 .0 - -I- -I- -I- -I- -I- -I- 1- 1.85 7.93 .00 5.50 .013 .00 .00 PIPE I I I I I I I 1320.42 .00 5.07 .00. 5.500 .000 .00 1 .0 I- -I- -I- -I- -I- -I- I- .13 8.85 .00 .013 .00 .00 PIPE NMI NE EN EN - - - - 11111-11111 111111 NMI NM - 111111 NMI 11111- FILE: 1.WSW W S P G W- CIVILDESIGN Version 12.7 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING TRACT 15709 - CHERRY AVE STORM DRAIN FROM EX. RCP TO WALNUT Q100 HYDRAULICS I Invert I Depth I Water I Q Station I Elev I (FT) I Elev I (CFS) - I- -I- -I- -I- L/Elem ICh Slope I I I PAGE 2 Date: 3-16-2000 Time:11:27:11 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X-Fall' ZR 'Type Ch *********1*********1********1*********I******xxx1*******1*******1*********1**x****1********1********1*******1***xxxx1***** I******* I I I 6070.480 1308.040 9.732 1317.772 - I- -I- -I- -I- 8.000 .0250 I I 6078.480 1308.240 152.106 .0304 I I I I 6230.586 1312.868 7.122 1319.990 I -I- -1- -I- I 306.60 15.62 -I- -I- I I I I I I I I 3.79 1321.56 .00 4.69 .00 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- I- .0139 .11 9.73 .00 3.21 .013 .00 .00 PIPE I I I I I I I I I I I 9.643 1317.883 306.60 15.62 3.79 1321.67 .00 4.69 .00 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0139 2.11 9.64 .00 3.01 .013 .00 .00 PIPE I I I I I I I I I 306.60 15.62 3.79 1323.78 .00 4.69 .00 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I - HYDRAULIC JUMP I I I I I I I I I 6230.586 1312.868 3.185 1316.053 306.60 23.23 8.38 1324 43 .00 4.69 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 100.667 .0304 .0242 2 44 3.18 2.47 I I I I I I I I I 6331.253 1315.931 3.320 1319.251 306.60 22.15 7.62 1326 87 .00 4.69 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 61.747 .0304 .0216 1.33 3.32 2.28 I I I I I I I I I 6393.000 1317.810 3.465 1321.275 306.60 21.12 6.92 1328.20 .00 4.69 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- TRANS STR .0600 .0201 06 3.46 2.10 I I I I I I I I I 6396.000 1317.990 3.496 1321.486 306.60 20.91 6.79 1328.28 .00 4.69 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 34.250 .0213 .0197 .67 3.50 2.06 I I I I I I I I I 6430.249 1318.720 3.513 1322.233 306.60 20.80 6.72 1328.95 .00 4.69 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 162.782 .0213 .0185 3.02 3.51 2.04 I I I I I I I I I 6593.031 1322.190 3.673 1325.863 306.60 19.83 6.11 1331.97 .00 4.69 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 80.990 .0213 .0166 1.35 3.67 1.87 I I I I 4.81 5.000 .000 .00 1 .0 -I- -I- -I- I- 3.01 .013 .00 .00 PIPE I I I I 4.72 5.000 .000 .00 1 .0 - I- -I- -I- I- 3.01 .013 .00 .00 PIPE I I I I 4.61 5.000 .000 .00 1 .0 - I- -I- -I- 1- .013 .00 .00 PIPE I I I I 4.59 5.000 .000 .00 1 .0 - I- -I- -I- I- 3.40 .013 .00 .00 PIPE I I I I 4.57 5.000 .000 .00 1 .0 - I- -I- -I- I- 3.40 .013 .00 .00 PIPE I I I I 4.42 5.000 .000 .00 1 .0 - I- -I- -I- I- 3.40 .013 .00 .00 PIPE MIN MN 11111 MN E I M 111111 MN 1 MI FILE: 1.WSW ******************** W S P G W- CIVILDESIGN Version 12.7 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING TRACT 15709 - CHERRY AVE STORM DRAIN FROM EX. RCP TO WALNUT Q100 HYDRAULICS PAGE Date: 3-16-2000 Time:11:27:11 *************************************** ********- 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopiHeight/IBase Wt1 INo Wth Station 1 Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem ICh Slope I *1*********I* -I- -I- -I- . -I- -I- -I- -I- -I- -I- -I- -I- -I I I SF Ave' HF ISE DpthlFroude NlNorm Dp I "N" I X-Falll ZR 'Type Ch 1*********1*********I*******I*******I*********I*******1********I********1*******1*******1***** 1******* I I I I I I II I I I I 6674 021 1323.916 3.848 1327.764 306.60 18.91 5.55 1333.32 .00 4.69 4.21 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 48 979 .0213 .0150 .73 3.85 1.70 3.40 .013 .00 .00 PIPE I I I I I I I I I I I I I 6723 000 1324.960 4.042 1329.002 306.60 18.03 5.05 1334.05 .00 4.69 3.94 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- (- TRANS STR .0100 .0143 .09 4.04 1.53 .013 .00 .00 PIPE I I I I I I I I I I I I I 6729 000 1325.020 4.013 1329.033 306.60 18.15 5.12 1334.15 .00 4.69 3.98 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 133.320. .0149 .0142 1.89 4.01 1.55 3.95 .013 .00 .00 PIPE I I I I I I I I I I I I I 6862.320 1327.007 4.087 1331.095 306.60 17.84 4.94 1336.04 .00 4.69 3.86 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- 141.092 .0149 .0133 1.88 4.09 1.49 3.95 .013 .00 .00 PIPE I I I I I I I I I I I I I 7003.412 1329.111 4.317 1333.427 306.60 17.01 4.49 1337.92 .00 4.69 3.44 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 49.588 .0149 .0124 .61 4.32 1.31 3.95 .013 .00 .00 PIPE I I I I I I I I I I I I 7053 000 1329.850 4.601 1334.451 306.60 16.22 4.09 1338.54 .00 4.69 2.71 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- (- TRANS STR .0150 .0120 .07 4.60 1.08 .013 .00 .00 PIPE I I I I I I I I I I I I I 7059 000 1329.940 4.693 1334.633 306.60 16.02 3.99 1338.62 .00 4.69 2.40 5.000 .000 .00 1 .0 - I- -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.126 .0060 .0127 .20 4.69 1.00 5.00 .013 .00 .00 PIPE I I I I I 1 I I I I I I I 7075.126 1330.036 5.000 1335.036 306.60 15.62 3.79 1338.82 .00 4.69 .00 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 309 474 .0060 .0136 4.21 5.00 .00 5.00 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 7384 600 1331.890 7.435 1339.325 306.60 15.62 3.79 1343.11 .00 4.69 .00 5.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1095 .0081 .08 7.44 .00 .013 .00 .00 PIPE 1 1 1E1 1 11111 NM 111111 NM 11111 11111 1 Mill N FILE: 1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3-16-2000 Time:11:27:11 TRACT 15709 - CHERRY AVE STORM DRAIN FROM EX. RCP TO WALNUT Q100 HYDRAULICS xxxxxx******xxxxxx**** ****xxxxxx***** xxxxxx**** ***** ************* *******xxxxxx****************** *****************".***** xx+xxx** I Invert 1 Depth I Water I Q Station 1 Elev I (FT) 1 Elev I (CFS) - I- -I- -I- -I- L/Elem ICh Slope I I I I Vel Vel I Energy 1 Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth I (FPS) Head I Grd.E1.1 Elev 1 Depth 1 Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I I SF Avel HF ISE DpthlFroude N1Norm Dp I "N" 1 X-Falll ZR !Type Ch *********1***xxxxxx1********1*xxxxxxxx1xxxxxxxxx1xxxxx**1***xxxx1****************1***xx*xxl***xx***l*******Ixxxxzxxlxx**x Ixxx* xx I I I I I I I I I I I I 1 7394.280 1332.950 10.108 1343.058 68.60 5.46 .46 1343.52 .00 2.50 .00 4.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.500 .0067 .0023 .02 10.11 .00 2.20 .013 .00 .00 PIPE I I I I I I I I I I I I- 1 7401.780 1333.000 10.075 1343.075 68.60 5.46 .46 1343.54 .00 2.50 .00 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 267.404 .0250 .0023 .61 10.08 .00 1.51 .013 .00 .00 PIPE 1 I I I I I I I I I I I I 7669.184 1339.685 4:000 1343.685 68.60 5.46 .46 1344.15 .00 2.50 .00 4.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.582 .0250 .0021 .02 4.00 .00 1.51 .013 .00 .00 PIPE I I 1 I I I I 1 I I I I I 7678.766 1339.925 3.756 1343.680 68.60 5.60 .49 1344.17 .00 2.50 1.92 4.000 .000 .00 1 .0 - 1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- (- HYDRAULIC JUMP 1 I I I I I I I I 7678.766 1339.925 1.611 1341.535 68.60 14.48 3.26 1344.79 .00 2.50 - I- -I- -I- -1- -I -I- -I- -I- -I- -I- 28.762 .0250 .0188 .54 1.61 2.32 I I I I I 1 I I I 7707.527 1340.644 1.651 1342.294 68.60 14.02 3.05 1345.35 .00 2.50 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 26.543 .0250 .0168 .45 1.65 2.22 I I I I I I I I 1 7734 070 1341.307 1.711 1343.019 68.60 13.37 2.77 1345.79 .00 2.50 - 1- -I- -I- -I- -I- -I- -I- -I- -I- -I- 18.504 .0250 .0148 .27 1.71 2.07 1 7752.574 1341.770 - 1- 13.594 .0250 l I 7766.168 1342.110 - I- -1- 10.261 .0250 I I I I I I 1.774 1343.544 68.60 12.74 2.52 1346.07 .00 2.50 -I- -I- -I- -I- -I- -I- -I- -I- .0130 .18 1.77 1.93 I I I I I I I 1.840 1343.950 68.60 12.15 2.29 1346.24 .00 2.50 -I- -I- -I- -I- -I- -I- -I- -I- .0114 .12 1.84 1.80 I I I I 3.92 4.000 .000 .00 1 .0 1- -I- -I- I- 1.51 .013 .00 .00 PIPE I I I I 3.94 4.000 .000 .00 1 .0 - I- -I- -I- I- 1.51 .013 .00 .00 PIPE I I I I 3.96 4.000 .000 .00 1 .0 - I- -I -I- I- 1.51 .013 .00 .00 PIPE I I I 1 3.97 4.000 .000 .00 1 .0 - I- -I- -1- 1- 1.51 .013 .00 .00 PIPE I I I I 3.99 4.000 .000 .00 1 .0 - I -I- -I- I- 1.51 .013 .00 .00 PIPE EN 1 NE 1101 1 111111 MI 1 NM EN OM NM an FILE: 1.WSW ********************* 1 Station 1 - I- L/Elem ICh Slope 1 *********I*********1** TRACT 15709 - CHERRY AVE FROM EX. RCP TO WALNUT Q100 HYDRAULICS W S P G W- CIVILDESIGN Version 12.7 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING STORM DRAIN PAGE 5 Date: 3-16-2000 Time:11:27:11 Invert I Depth I Water 1 Q 1 Vel Vel I Energy 1 Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth 1 Width 'Dia.-FTIor I.D.I ZL IPrs/Pip -1- -I- -I- -I- -I- -I -I- -I- -I.- -I- -I- -I I I I SF Ave' HF ISE DpthlFroude NlNorm Dp I "N" I X-Fal11 ZR IType Ch *1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* 1 1 1 1 1 1 I 1 1 I 1 1 1 7776.429 1342.366 1.910 1344.276 68.60 11.59 2.08 1346.36 .00 2.50 4.00 4.000 .000 .00 1 .0 -1- -I- -I- -I- -I- -1- -1- -I- -1- -I- -1- -I -I- 1- 7.838 .0250 .0101 .08 1.91 1.68 1.51 .013 .00 .00 PIPE I 1 I I I I 1 1 I 1 I 1 I 7784.267 1342.562 1.982 1344.544 68.60 11.05 1.89 1346.44 .00 2.50 4.00 4.000 .000 .00 1 .0 - 1- -1- -1- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- 1- 5.978 .0250 .0089 .05 1.98 1.56 1.51 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 7790.244 1342.712 2.058 1344.769 68.60 10.53 1.72 1346.49 .00 2.50 4.00 4.000 .000 .00 1 .0 - 1- -1- -1- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- I- 4.475 .0250 .0078 .03 2.06 1.45 1.51 .013 .00 .00 PIPE I 1 1 I 1 1 I I 1 I I 1 I 7794.719 1342.823 2.137 1344.961 68.60 10.04 1.57 1346.53 .00 2.50 3.99 4.000 .000 .00 1 .0 - I -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- I- 3.236 .0250 .0069 .02 2.14 1.35 1.51 .013 .00 .00 PIPE I I I I I I I I I I I I I 7797.956 1342.904 2.221 1345.125 68.60 9.57 1.42 1346.55 .00 2.50 3.98 4.000 .000 .00 1 .0 -I- -I- -1- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I 1- 2.177 .0250 .0061 .01 2.22 1.26 1.51 .013 .00 .00 PIPE I 1 1 1 1 I I- 1 I I I I I 7800.132 1342.959 2.309 1345.268 68.60 9.13 1.29 1346.56 .00 2.50 3.95 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.245 .0250 .0054 .01 2.31 1.17 1.51 .013 .00 .00 PIPE 1 I I 1 1 1 I 1 1 1 1 1 I 7801.377 1342.990 2.402 1345.392 68.60 8.70 1.18 1346.57 .00 2.50 3.92 4.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .402 .0250 .0047 .00 2.40 1.08 1.51 .013 .00 .00 PIPE I I I I I I I I I I I I I 7801.780 1343.000 2.502 1345.502 68.60 8.30 1.07 1346.57 .00 2.50 3.87 4.000 .000 .00 1 .0 - 1- -I- -1- -I- -I- -I- -1- -I- -1- -I- -1- -1- -1- I- REFERENCES & MAPS 05/22/00 GEOTECHNICAL CONSULTANTS pet .4 P _,ems,-� .� /67,A5 t� V 2 tZei� PAVEMENT EVALUATION ea_ ! ‘eitiPa-C--A4 NE CHERR PAVE. & BASELINE / i 1 t t) e_ 6_ �plc) FONTANA, CA For Lewis Homes 1156 North Mountain Avenue P. O. Box 670 Upland, CA 91786 June 16, 1997 97-069-02 �J GI. V r\ �rt-g pC 2:) IRMA Group GEOTECHNICAL CONSULTANTS 10851 EDISON CT., RANCHO CUCAMONGA, CA 91730 : 909-989-1751 : FAX 909-989-4287 June 16, 1997 Lewis Homes 1156 North Mountain Avenue P. O. Box 670 Upland, CA 91786 Subject: Pavement Investigation Tract No. 15709 - Morningside NE Cherry Ave. & Baseline Fontana, CA Gentlemen: In accordance with your request, a pavement investigation has been completed for the above - referenced site. The purpose of our investigation was to obtain information on the existing pavement and underlying subgrade soil properties in order to provide recommendations for a pavement structural section for the proposed improvements. The accompanying report presents a description of our findings, as well as our conclusions and recommendations. We appreciate this opportunity to be of continued service to you. If you have any questions regarding this report, please do not hesitate to contact us at your convenience. Respectfully submitted, RMA Group Ed Ly n, P.E. Vice President GE 2362 J RMA Group 1.00 INTRODUCTION GEOTECHNICAL CONSULTANTS TABLE OF CONTENTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 PAGE 1 1.01 Purpose 1 1.02 Scope of the Investigation 1 1.03 Site Location and Description 1 1.04 Field Investigation Methods 2 1.05 Laboratory Testing 2 2.00 FINDINGS 3 2.01 Existing Surface Conditions 3 2.02 Existing Structural Section 3 2.03 Surface Drainage and Ground Water Conditions 3 3.00 DISCUSSION 3 3.01 Analysis Methods 3 3.02 General Conclusions 4 4.00 RECOMMENDATIONS 4 4.01 Overlay Structural Sections 4 4.02 Structural Sections for New Pavement 5 4.03 General Recommendations for Pavement Construction 6 5.00 CLOSURE 6 PLATES Plate 1 Index Map Plate 2 Plot Plan APPENDICES Appendix A Deflection Tests & Calculations Appendix B Laboratory Tests Appendix C References RMA Job N°: 97-069-02 Page i J IRMA Group 1.01 Purpose GEOTECHNICAL CONSULTANTS 1.00 INTRODUCTION Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 The purpose of our investigation was to obtain information on the existing pavement and underlying soil properties in order to provide recommendations for a pavement structural section for the proposed improvements. 1.02 Scope of the Investigation The general scope of this investigation included the following: • A visual survey of the existing pavement condition. • Performing a Benkleman Beam survey of the existing pavement. • Obtaining cores of the existing pavement. • Performing relative compaction tests on the base and/or subgrade underlying the existing pavement. • Laboratory testing of representative samples of the existing pavement, underlying base and/or subgrade material, and basement soils. • A review of all of the information obtained during the exploration and testing phases and preparation of this report. 1.03 Site Location and Description The pavement under consideration consists of the pavement under consideration for this study consisted of the north and south bound lanes of Cherry Avenue from Baseline Road to approximately 2,000 linear feet north of Baseline road in the City of Fontana. Plate 1 is an index map showing the approximate location of the site. RMA Job N°: 97-069-02 Page 1 IRMA Group 1.04 Field Investigation Methods GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 A visual survey of the existing pavement condition was performed by our staff materials engineer. The pavements were evaluated based on the observable surface conditions in accordance with the Asphalt Institute's Paving Rating System for low volume asphalt roads. The surface conditions were utilized to estimate the gravel equivalency of the existing pavements and to prepare recommendations for preparatory treatments on the existing asphaltic pavements. A pavement deflection survey was performed on the existing pavements within the primary area of study in accordance to Cal Trans test method 356. The survey was performed utilizing a Benkleman Beam and loaded 5 yard dump truck. The recorded deflections are presented in Appendix A. Cores of the existing pavement were obtained using a 6 inch diameter diamond drill bit. Cores were located at Benkleman Beam test locations. A total of 6 cores were obtained. Relative compaction tests on the base and/or subgrade underlying the existing pavement were also performed by the sand volume method, ASTM D1556 at each core location. Plate 2 is a plot plan showing the approximate locations of the cores. Definitions of technical terms and symbols used in this report are those of the American Society For Testing and Materials (ASTM) and/or of the State of California, Department of Transportation (CAL TRANS). Identification of the soils encountered during the exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). The location of the cores, field tests, and test holes were approximately located by using topographic features. Their location should be considered accurate only to the degree implied by the methods used. 1.05 Laboratory Testing Laboratory testing was performed in accordance to the standard test methods of ASTM and/or CAL TRANS. The following laboratory tests were performed. • Thickness or height of compacted bituminous paving mixture specimens. ASTM D3549. • Sand equivalent tests. ASTM D2419. • California R-value. CAL TRANS Test Method 301. • Maximum density - optimum moisture. ASTM D1557. RMA Job N°: 97-069-02 Page 2 IRMA Group GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningsid Fontana, CA June 16, 1997 Laboratory tests results for all of the laboratory tests performed as a part of this investigation ar presented in Appendix B. 2.00 FINDINGS 2.01 Existing Surface Conditions The existing pavements were generally heavily cracked in an alligator crack pattern with occasional rutting. The first ± 400 linear feet of the north bound lane appeared to have been recently constructed and contained very few cracks. An area of failed pavement was noted between Stations 18+00 to Station 18+80. 2.02 Existing Structural Section Our cores of the existing asphaltic concrete indicated that the existing pavement section consists of an average of 2.50 inches of asphaltic concrete on compacted native soils. No aggregate base courses were observed in our cores. The asphaltic concrete ranged from a thickness of 1.75 to 4.50 inches. The underlying soils were generally dense to medium dense and dry. 2.03 Surface Drainage and Ground Water Conditions Surface water was not noted on the subject site at the time of our investigation. Ground water wa not encountered in any of the test holes. The subsurface soils are generally well drained and have essentially uniform permeability characteristics. 3.00 DISCUSSION 3.01 Analysis Methods Our recommendations for pavement structural sections are based on our analysis of the results of our field investigation, laboratory testing and generally accepted engineering principals. Guideline presented in the referenced manuals were used in preparation of our recommendations. RMA Job N°: 97-069-02 Page 31 I7RMA Group GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Recommended new pavement structural sections are based on the procedures outlined in "Design Procedures for Flexible Pavements" of the Highway Design Manual, California Transportatio Department. This procedure used the principal that the pavement structural section must be o adequate thickness to distribute the load from the design traffic (TI) to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the subgrade soil (R-value). Overlay pavement structural sections were determined by calculating the required overlay thickness based on the procedures outlined in California Test Method 356. In addition to structural adequacy, the overlay thickness must be of adequate thickness to minimize reflective cracking of the existin cracks. At present, there are no rational methods for determining the gravel equivalency fo'r existing pavements or design methods for reflective cracking and a great deal of engineering judgment is used when considering these elements of the pavement structural section design. Calculations used in arriving at our recommendations are presented in Appendix A. 3.02 General Conclusions Based on the observations from our visual pavement survey and the results of our cores, tests, and deflection surveys, it is our opinion that Cherry Avenue may be rehabilitated by selective remova of the failed areas, sealing of transverse and longitudinal cracks and the placement of an asphalt overlay with petromat fabric to prevent reflective cracking Recommended structural sections for the proposed adjoining streets are presented in section 4.02 below and calculations used in arriving at our recommendations are presented in Appendix A. 4.00 RECOMMENDATIONS 4.01 Overlay Structural Sections The pavements at the subject site may be rehabilitated through the construction of an asphaltic concrete overlay as shown below, with a paving fabric interlayer to control reflective cracking and proper preparation of the underlying pavements to seal existing cracks. RMA Job N°: 97-069-02 Page 4 �MA Group Recommended Overlay Structural Section GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 • Cherry Avenue (T.I. = 9.0 , Deflectometer Deflection = 0.042) 3.0 inches of Asphaltic Concrete Overlay The underlying pavements should be prepared by first removing any areas of failed pavement areas, compacting the subgrade soils to a minimum of 95% relative compaction, and replacing the failed pavement with a full depth asphalt patch. After repair of the failed pavement areas, all crack should be cleaned of debris, aggregate, loose soils, previous sealant, and vegetation. The pavement surface should be thoroughly cleaned of all loose aggregate and debris. Existing cracks should be sealed and the pavement surface treated with an asphalt emulsion slurry seal. A paving fabric interlayer, petromat or equivalent, should be placed after adequate cure of the emulsion. Pavin operations should follow immediately after fabric placement. 4.02 Structural Sections for New Pavement New pavements may be constructed by the complete removal of the existing asphaltic concrete, grading and compaction of the subgrade soils, placement and compaction of an aggregate base if necessary, and placing new structural pavements. Selection of the final pavement structural section should be based on economic considerations which are beyond the scope of this investigation Recommended New Structural Section • Cherry Avenue (T.I. = 9 , R-Value = 78) 3.0 inches of Asphaltic Concrete on 4.0 inches of Crushed Aggregate Base. or 5.5 inches of Asphaltic Concrete on 12.0 inches of Compacted Native Soils RMA Job N°: 97-069-02 Page 5 17RMA Group e,, 1 \b GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Prior to placement • . the asphaltic concrete or aggregate base course the subgrade should be scarified to a min' um depth of 12 inches. The moisture content of the scarified subgrade should be adjusted to - ithin 2% of optimum moisture and then the subgrade should be compacted to k. minimum o90'/o relative compaction if an aggregate base is used or 95% relative compaction if a aggregate base is not used. If an aggregate base is used, then it should be compacted to a minimum of 95% relative compaction. The laboratory standard used to establish the maximum density and optimum moisture shall be ASTM D1557. Method D shall be used if the amount of material passing the 3/4 inch size exceed 10% by weight; otherwise, method C shall be used. 4.03 General Recommendations for Pavement Construction The mixing, transportation, spreading and compacting of the asphaltic concrete used for overlays and or new pavements should conform to the requirements of the California Department oi' Transportation, Standard Specifications. The quality of materials and procedures employed by the contractor during construction should be verified through sampling and testing of the aggregates emulsions, and asphaltic concrete's used during the project, and field inspection and testing during all phases of surface preparation, crack repair and sealing and laydown operations. 5.00 CLOSURE The findings and recommendations in this report were prepared in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, i made. This report has been prepared for Lewis Homes to be used solely for design purposes. Anyone using this report for any other purpose must draw their own conclusions regarding site conditions. RMA Job N°: 97-069-02 Page 6 RMA Group GEOTECHNICAL CONSULTANT PLATES Croup GEOTECHNICAL CONSULTANTS M �-PJ ---!= F- -1 u" �jl`Fi�( �y� r I �I 1 ? kit / obi RD asnnA a a Y ry ro aB4 ASELINL\r". .1An$T RDI q9q N00 gE1RI„ I 1. `\"w Ue�nry � '-YY`` •�^1. I • INERI A ` rt r � J• Q *bS1 I• �. 4k _.: / 6 T= 4 Sr• o , EPIC IITON DA.i _ C.^ I Chq Oy�49.0r. u0ii P:•cr,� ,��` } t 7 CANYON .1 L T / 'r. 1.* AL Mrwgl//%%�� 4� �N e. „o,rro«F hq I BP,ty9 `FYY,�I<'�\ ... 1 � r1IA `fY r « /F` �f GGr• slt IV �vr Y�Y .�`v a�aL 2 / s CD uE �/g+r ul ea o ct� .5'`i , .rlI 0, L.8 . 1 _KL[A q{. r cfth IB ql GQJ o„Sn. N�yLMnot •al . • � �1 ❑ Q w1;<�. S �EL'NE Zo iio le nT IN SI NB+Y .1�/ D �l CrRnor y ci J 4'1C7 S g i 0AN�/IsL10N tt Ld1 \ y<i , 7 df , 1 IOL ISS 0. A .• A y=� ..�` t. e� 4ti�lu.. MEYER CANYON �Ai 6lN ;Ira �rpp r° a A ' `s• QEl . 1 111, 11.ON D Io 'rIF nTT_� Y� P11B A V • ; CHESTNUT AV IVY AV I$ I QWEN I ST 1 NEWCASTLE I x.r115 <I ARROW AV G S Cj DAVIDSON VINE WIIITTRAM INDEX MAP OF TRACT 15709 -MORNINGSIDE FONTANA, CA BASE MAP: Thomas Guide YUCCA A a qq CO T VLNG ALEN IA AV iv VAI.ENCII AV , 53 11900 AV I METROL INK CE1 S AV MERIIILI AV 111 Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 BEAnTREE • I ST BEGONIA DR IN u VIALEvrR[YAONCIA O RMA Job N°: 97-069-02 PLATE 1 GEOTECHNICAL CONSULTANTS CHERRY AVENUE NOT TO SCALE Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 LEGEND C-N INDICATES CORE LOCATION BASELINE ROAD PLOT PLAN. RMA Job N°: 97-069-02 PLATE 2 RMA CI'OUp GEOTECHNICAL CONSULTANTS APPENDIX A DEFLECTION TESTS & CALCULATIONS J RA Group GEOTECHNICAL CONSULTANTS Location: North of Baseline Along Cherry Ave City of Fontana Date of Survey: June 6, 1997 BENKLEMAN BEAM TEST - PAVEMENT DEFLECTIONS North Bound Lane - Cherry Avenue Station Wheel Track Df Di Df - Di Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Deflection (in) 4+00 4+25 4+75 5+00 5+25 5+50 8+25 8+75 9+00 9+25 9+75 10+00 10+25 12+00 12+25 12+50 12+75 13+50 13+75 14+00 14+25 16+00 16+25 16+50 16+75 17+00 17+25 17+50 17+75 18+00 18+25 I 0.006 O 0.000 I 0.008 O 0.003 O 0.001 I 0.018 O 0.002 0.012 O 0.002 O 0.001 O 0.003 O 0.022 I 0.018 I 0.012 O 0.016 O 0.009 I 0.002 I 0.001 O 0.012 O 0.012 I 0.010 I 0.002 O 0.014 O 0.028 I 0.016 O 0.018 O 0.017 I 0.012 O 0.009 O 0.014 1 0.012 Inner Wheel Track: E (in)= 0.257 Mean (in)= 0.020 6 = 0.012 80th Percentile (in)= 0.029 -0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.007 0.013 0.000 0.000 0.008 0.016 0.003 0.006 0.001 0.002 0.018 0.036 0.002 0.004 0.011 0.023 0.002 00..004 0.001 002 0.003 0.006 0.022 0.044 0.018 0.036 0.012 0.024 0.016 0.032 0.009 0.018 0.002 0.004 0.001 0.002 0.012 0.024 0.012 0.024 0.010 0.020 0.002 0.004 0.014 0.028 0.028 0.056 0.016 0.032 0.018 0.036 0.017 0.034 0.012 0.024 0.009 0.018 0.014 0.028 0.011 0.023 Outer Wheel Track: E (in)= 0.366 Mean (in)= 0.020 = 0.016 80th Percentile (in)= 0.034 �MA Job N°: 97-069-02 Page Al RIM Group GLOTECHNICAL CONSULTANTS Location: North of Baseline Along Cherry Ave City of Fontana Date of Survey: June 6, 1997 BENKLEMAN BEAM TEST - PAVEMENT DEFLECTIONS South Bound Lane - Cherry Avenue Station Wheel Track Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Df Di Df - Di Deflection (in) 20+00 I 0.011 0.000 0.011 0.022 19+75 0 0.017 0.000 0.017 0.034 19+50 0 0.010 -0.001 0.011 0.021 19+25 I 0.010 0.000 0.010 0.020 19+00 0 0.012 0.000 0.012 0.024 18+75 0 0.015 0.000 0.015 0.030 18+50 1 0.016 0.000 0.016 0.032 18+25 0 0.013 0.000 0.013 0.026 18+00 0 0.021 0.000 0.021 0.042 17+75 I 0.009 0.000 0.009 0.018 16+00 1 0.022 0.000 0.022 0.044 15+75 0 0.014 0.000 0.014 0.028 15+50 0 0.016 0.000 0.016 0.032 15+25 I 0.016 -0.002 0.018 0.034 15+00 0 0.013 -0.002 0.015 0.028 14+75 0 0.010 -0.003 0.013 0.023 14+50 I 0.017 -0.001 0.018 0.035 14+25 0 0.016 0.000 0.016 0.032 14+00 0 0.015 -0.001 0.016 0.031 13+75 I 0.016 0.000 0.016 0.032 12+00 I 0.024 -0.001 0.025 0.049 11+75 0 0.021 0.002 0.019 0.040 11+50 0 0.012 -0.001 0.013 0.025 11+25 I 0.022 -0.002 0.024 0.046 11+00 0 0.008 0.000 0.008 0.016 10+75 0 0.012 0.002 0.010 0.022 10+50 I 0.015 -0.004 0.019 0.034 10+25 0 0.024 0.002 0.022 0.046 10+00 0 0.004 0.000 0.004 0.008 9+75 I 0.020 0.000 0.020 0.040 8+00 I 0.010 0.000 0.010 0.020 7+75 0 0.016 0.000 0.016 0.032 7+50 0 0.013 0.000 0.013 0.026 7+25 I 0.021 0.000 0.021 0.042 7+00 0 0.021 0.000 0.021 0.042 6+75 0 0.024 0.002 0.022 0.046 6+50 I 0.022 0.001 0.021 0.043 6+25 0 0.018 0.002 0.016 0.034 6+00 0 0.016 0.000 0.016 0.032 5+75 I 0.016 0.000 0.016 0.032 Inner Wheel Track: E (in)= 0.543 Mean (in)= 0.034 6 = 0.010 t�MA Job N°: 97-069-02 80th Percentile (in)= 0.042 Outer Wheel Track: E (in)= 0.72 Mean (in)= 0.030 6= 0.009 80th Percentile (in)= 0.038 Page A2 MA GP® GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Design Parameters: FLEXIBLE PAVEMENT STRUCTURAL SECTION TI : 9 (Traffic Index) R-Value: 78 (Basement soil) R-Value: 78 (Crushed aggregate base) Structural Section: AC + Base Course GETOTAL _ .0032 x TI x (100 - R) GETOTAL = .0032 x 9 x (100 - 78 ) GETOTAL = 0.634 feet TAc = (.0032 x TI x (100 - R(base)) + Sf) / GfAc TAc = (.0032 9 x (100 - 78 ) + 0.2) / 1.889 TAc = 0.441 feet TAc = 5.295 inches (calculated) Use: 3.00 inches of Aspahltic Concrete Pavement GEBASE = GETOTAL - GEAC GEBASE = 0.634 - 0.472 GEBASE = 0.161 feet TEASE = GEBASE / GfBASE TEASE = TEASE = 0.161 / 1.1 0.147 feet TEASE = 1.7594 inches (calculated) Use: 4 inches of Crushed Aggregate Base Job N°: 97-069-02 Page A3 A cro GLOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Design Parameters: FLEXIBLE PAVEMENT STRUCTURAL SECTION TI : 9 (Traffic Index) R-Value: 78 (Basement soil) R-Value: 78 (Crushed aggregate base) Structural Section: AC + Base Course GETOTAL = .0032 x TI x (100 - R) GETOTAL _ .0032 x 9 x (100 - 78 ) GETOTAL = 0.634 feet TAc = (.0032 x TI x (100 - R(base)) + Sf) / GfAc TAc = (.0032 9 x (100 - 78 ) + 0.2) / 1.889 TAc = 0.441 feet TAc = 5.295 inches (calculated) Use: 5.50 inches of Aspahltic Concrete Pavement GEBASE = GETOTAL - GEAc GEBASE = 0.634 - 0.866 GEBASE = 0.000 feet TBASE = GEBASE / GfBASE TBASE = 0.000 / 1.1 TBASE — 0.000 feet. TEASE = 0 inches (calculated) Use: 0 inches of Crushed Aggregate Base ' ,AMA Job N°: 97-069-02 Page A4 RMA Group GEOTECHNICAL CONSULTANTS APPENDIX B LABORATORY TESTS RMA Group GEOTECHNICAL CONSULTANTS APPENDIX B LABORATORY TESTS B-1.0O LABORATORY TESTS B-1.01 Sand Equivalence Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Sand Equivalent tests were performed on representative samples of the major soil types encountered by the test methods of ASTM D2419. B-1.02 Moisture Determination Moisture content of the soil samples was performed in accordance to standard method for determination of water content of soil by drying oven, ASTM D2216. The mass of material remaining after oven drying is used as the mass of the solid particles. B-1.03 Insitu Density by Sand Volume Method The insitu density of the soils encountered during our investigation was determined by the sand volume method in accordance with ASTM D 1556. B-1.04 Resistance Value (R-Value) Resistance Value tests were performed on representative samples of the major soil types encountered by the test methods outlined in California 301. B-1.05 Maximum Density Maximum density - optimum moisture relationships for the major soil types encountered during the field exploration were performed in the laboratory using the standard procedures of ASTM D1557. B-1.06 Thickness of Compacted Asphaltic Concrete The average thickness of the cores obtained during the investigation was determined in accordance with ASTM D 3549 B-1.07 Test Results Test results for all laboratory tests performed on the subject project are presented in this appendix. RMA Job N°: 97-069-02 Page B 1 � IT# Group SAMPLE INFORMATION GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Sample Sample Location Sample Number Description Station No. Depth (inches) 1 Brown Silty Sand 19+00 5.5 2 Brown Sandy Silty 10+00 5.3 3 Brown Silty Sand 6+00 6.5 4 Brown Silty Sand 8+00 4.1 5 Brown Silty Sand 13+00 1.8 6 Brown Silty Sand 20+00 4.0 MAXIMUM DENSITY - OPTIMUM MOISTURE Test Method: ASTM D1557 Method A Sample Optimum Moisture Maximum Density Number (Percent) (Lbs./Cu. Ft.) 2 8.5 129.0 1,4,6 (Combined) 9.0 131.0 SAND EQUIVALENT Test Method: ASTM D2419 Sample Sand Number Equivalent 1 50 2 36 3 29 4 50 5 39 6 48 RMA Job N°: 97-069-02 Page B2 I7RMA Group INSITU DENSITY AND MOISTURE CONTENT Test Method: ASTM D1556 / ASTM D 2216 GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 Moisture Dry Sample Content Density Number (%) (Pcf) 1 10.1 131.9 2 12.1 108.8 3 7.4 114.7 4 5.4 116.2 5 7.9 135.7 6 7.3 115.6 THICKNESS OF ASPHALTIC CONCRETE Test Method: ASTM D 3549 Sample Thickness Number (in.) 1 2.50 2 1.75 3 4.50 4 1.87 5 2.25 6 2.00 RMA Job N°: 97-069-02 Page B3 RMA Group GEOTECHNICAL CONSULTANTS R-VALUE Test Method Cal 301 Sample No. 3 & 4 Specimen Number : Moisture Content, % : Dry Density, pcf : Exudation Pressure, psi: Stabilometer R-Value : Expansion Pressure, psf: Thickness by Expansion, feet: Thickness By Stabilometer, feet: Traffic Index : 9.0 Expansion Pressure R-Value is based on the following structural section: Thickness of AC, feet : 0.45 Thickness of Aggregate Base, feet : 0.00 1 2 3 11.4 11.1 10.9 121.7 121.7 122.0 163 318 756 71 78 79 0 0 0 0.00 0.00 0.00 0.44 0.34 0.32 Gf(ac) = Gf(base) Gf(avg) = Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 1.89 W(ac) = 1.10 W(base) 1.89 W(avg) = Equilibrium Thickness, feet : Expansion Pressure R-Value : Exudation Pressure R-Value @ 300 psi 78 USE EXUDATION R-VALUE 2.00 1.80 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 Expansion Pressure Chart 0.00 0.50 1.00 1.50 2.00 Cover Thickness by Expansion Pressure - feet a) 100 90 80 70 60 50 40 30 20 10 0 145 130 145 Exudation Pressure Chart 0 100 200 300 400 500 600 700 800 Exudation Pressure - psi RMA Job N°: 97-069-02 Page B4 RMA Group GEOTECHNICAL CONSULTANTS APPENDIX C REFERENCES RMA GI'OUp GEOTECHNICAL CONSULTANTS Lewis Homes Tract 15709 - Morningside Fontana, CA June 16, 1997 APPENDIX C REFERENCES 1. Highway Design Manual - Design Procedures for Flexible Pavements, California Transportation Department. RMA Job N°: 97-069-02 Page Cl 2 RMA Group GEOTECHNICAL CONSULTANTS GEOTECHNICAL INVESTIGATION FOR MORNINGSIDE PROJECT, TRACT 15709 NE CORNER OF CHERRY AVE. & BASELINE RD. FONTANA, CA for Lewis Homes P.O. Box 670 Upland, CA 91786 April 17, 1997 97-069-01 GEOTECHNICAL CONSULTANTS 10851 EDISON CT., RANCHO CUCAMONGA, CA 91730 : 909-989-1751 : FAX 909-989-4287 April 17, 1997 Lewis Homes P.O. Box 670 Upland, CA 91786 Attention: Ms. Mimi Rayl Subject: Geotechnical Investigation Morningside Project, Tract 15709 NE Corner of Cherry Ave. & Baseline Rd Fontana, CA Ladies and Gentlemen: In accordance with your request, a geotechnical investigation has been completed for the above -referenced site. The purpose of the investigation was to summarize geotechnical conditions at the site, assess their potential impact on the proposed development, and develop geotechnical design parameters. The accompanying report presents a description of our findings, as well as our conclusions and recommendations. We appreciate this opportunity to be of continued service to you. If you have any questions regarding this report, please do not hesitate to contact us at your convenience. Respectfully submitted, RMA Group Gallace Project Geologist CEG 1255 E. Duane Lyon. P.E. President GE 547 �(a GARY W. WALL4CE EG 001255 CERTIFIED ENGINEERING u' . GEOLOGIST,a� OFCAL\ FESSI 1ANE� GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 TABLE OF CONTENTS 1.00 INTRODUCTION PAGE 1 1.01 Purpose 1 1.02 Scope of the Investigation 1 1.03 Site Location and Description 2 1.04 Current and Past Land Usage 2 1.05 Planned Usage 2 1.06 Investigation Methods 3 2.00 FINDINGS 3 2.01 Geologic Setting 3 2.02 Earth Materials 4 2.03 Expansive Soils 4 2.04 Surface and Ground Water Conditions 4 2.05 Faults 5 2.06 Seismicity 5 2.07 Flooding and Wind Erosion Potential 5 3.00 CONCLUSIONS AND RECOMMENDATIONS 6 3.01 General Conclusion 6 3.02 General Earthwork and Grading 6 3.03 Earth Work Shrinkage & Subsidence 6 3.04 Removals 7 3.05 Rippability and Rock Disposal 8 3.06 Subdrains 8 3.07 Cut and Fill Slopes 8 3.08 Faulting 9 3.09 Seismic Design Parameters 9 3.10 Secondary Earthquake Hazards 9 3.11 Foundations 10 RMA Job N°: 97-069-01 Page i 1 R<:: rA Gr®u irk GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 TABLE OF CONTENTS (continued) PAGE 3.12 Slabs on Grade 11 3.13 Lateral Loads 12 3.14 Cement Type 13 3.15 Pavement Sections 13 3.16 Utility Trench Backfill 13 3.17 Plan Review 13 3.18 Observation and Testing During Grading 14 4.00 CLOSURE Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 PLATES Index Map Southern California Fault Map Notable Faults within 100 Km Historical Strong Earthquakes/Deterministic Seismic Parameters Plot Plan APPENDICES Appendix A Field Investigation Appendix B Laboratory Tests Appendix C General Earthwork and Grading Specifications Appendix D References RMA Job N°: 97-069-01 14 Page ii A GrOu 1.01 Purpose GEOTECHNICAL CONSULTANTS 1.00 INTRODUCTION Lewis Homes Morningside Project. Tract 15709 Fontana, CA April 17, 1997 A geotechnical investigation has been completed for a proposed commercial and residential project to be constructed at the subject site. The purpose of the investigation was to summarize geotechnical conditions at the site, assess their potential impact on the proposed development, and develop geotechnical design parameters. 1.02 Scope of the Investigation A geotechincal investigation of this site was originally performed by RMA Group in 1990. The results of that investigation have been incorporated into this updated report. The general scope of the two investigations included the following: • Review of published and unpublished geologic, seismic, ground water and geotechnical literature. • Examination of aerial photographs. • Reconnaissance of the site and nearby vicinity. • Logging and sampling of 14 exploratory trenches excavated and backfilled with a backhoe in 1990. • Logging, sampling and backfilling of 6 exploratory borings drilled with a Mobile B-31 drill rig. Three of the borings were drilled in 1990 and 3 of the borings were drilled during the current investigation. • Recording of soundings from 8 holes advanced by a truck mounted dutch cone penetrometer. Four of the soundings were advanced in 1990 and 4 of the soundings were advanced during the current investigation. • Laboratory testing of representative soil samples. • Geotechnical evaluation of the compiled data. • Preparation of this report presenting our findings, conclusions and recommendations. RMA Job N°: 97-069-01 Page 1 i RENA GrOiD GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Our scope of work did not include a preliminary site assessment for the potential of hazardous materials onsite. 1.03 Site Location and Description The site is located in the northern portion of the City of Fontana, California. It is bounded by Baseline Road on the south, Cherry Avenue to the west and open fields to the north and south. There is also a residence located to the east of the site. The approximate location of the site is illustrated on the accompanying Index Map (Plate 1). Topographically, the property is essentially planar in nature. Elevations range from approximately 1315 to 1370 feet above sea level. The site generally slopes to the southwest at about a 2% gradient. Drainage is by means of sheet flow. Vegetation consists primarily of abandoned vineyards, grasses and weeds. There are also small trees in the southwest corner of the site. Irrigation standpipes were noted in the northern part of the site in 1990. No other significant man- made features were observed onsite at the time of our field investigations. 1.04 Current and Past Land Usage The site is currently an abandoned vineyard. In the past, the site was used as a producing vineyard. Reportedly, there were four structures located in the southwest corner of the site in the past. The structures can be seen on the 1986 aerial photograph reviewed as a part of this study. However, the scale of the photograph is too small and it is too grainy to provide any specific details about the size or location of the structures. The structures were apparently demolished sometime between 1986 and 1990, as they are not present on the 1990 aerial photographs we reviewed. 1.05 Planned Usage We understand that the southwest corner of the site will be developed with a retail shopping center and that the remainder of the site will be developed with residential housing. RMA Job N°: 97-069-01 Page 2 GrOU GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Our investigation was performed prior to the preparation of grading or foundation plans. To aid in preparation of this report we utilized the following assumptions: • Residential foundation loads of 1.5 kips per linear foot for continuous footings and 10 kips for spread footings. • Commercial foundation loads of 3 kips per linear foot for continuous footings and 50 kips for spread footings. • Cuts and fills will be less than 10 feet. 1.06 Investigation Methods Our investigation consisted of office research, field exploration, laboratory testing, review of the compiled data and preparation of this report. Federal, state and/or local laws, codes, ordinances and/or regulations, which in our professional opinion are applicable at this time, have been incorporated into the preparation of this report. Definitions of technical terms and symbols used in this report are those of the American Society for Testing And Materials (ASTM D653 & D4879) and standard geological references. Appendix A, which is attached, contains a description of the methods and equipment used in performing the field exploration and logs of our subsurface exploration. Appendix B contains a description of our laboratory testing and test results. Standard grading specifications and references are presented in Appendices C and D, respectively 2.00 FINDINGS 2.01 Geologic Setting The site is located on a broad, coalescing alluvial fan that emanates from the San Gabriel Mountains to the north. These sediments fill the western portion of a deep structural depression known as the upper Santa Ana River Valley. According to Fife and others (1976), the alluvial deposits beneath the site are approximately 850 feet thick and rest on a basement of granitic bedrock. RMA Job N°: 97-069-01 Page 3 GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 The upper Santa Ana River Valley is bordered by the San Gabriel Mountains and the active Cucamonga fault to the north, and the Puente Hills and potentially active Chino fault to the west. To the south are the Jurupa Mountains and other resistant granitic and metamorphic hills. The eastern boundary of the valley is the San Bernardino Mountains and the active San Andreas fault. 2.02 Earth Materials Our subsurface investigation and regional geologic maps revealed that the site is underlain by alluvial deposits. These soils consist primarily of sands and silty sands with gravel, cobbles and occasional boulders up to 14 inches in maximum dimension. Our borings and soundings indicate that the upper 1 to 4 feet of alluvium is loose. This surficial layer is underlain by medium dense to dense soils to the maximum depths penetrated. These materials are basically coarse grained, non - plastic and contain negligible sulfate concentrations. The moisture content of the soils encountered in our borings were determined at intervals of 5 feet or less. The results of these tests generally indicate that the moisture content of these soils were found to be below their optimum moisture content. The above materials are described in greater detail on the logs contained in Appendix A. 2.03 Expansive Soils Expansion tests performed on representative earth materials obtained during our original 1990 field investigation. The test results indicate these materials have an expansion classification of very low in accordance with UBC Standard 29-2. Specific expansion test results for various earth materials are presented in Appendix B. These test results should be verified at the completion of rough grading. 2.04 Surface and Ground Water Conditions Surface water was not noted onsite during either our 1990 or current site investigations. Ground water was not encountered during either our 1990 or current subsurface exploration. The subsurface soils encountered in our investigations have essentially uniform permeability characteristics. According to a regional ground water data (Fife and others, 1976), the depth to ground water beneath the site should be on the order of 400 to 500 feet. RMA Job N°: 97-069-01 Page 4 RMA 0'O11 2.05 Faults GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 The site is not located within the boundaries of an Earthquake Fault Zone for fault -rupture hazard as defined by the Alquist-Priolo Earthquake Fault Zoning Act. No faults are known to pass through the property. The nearest fault is the Cucamonga fault located approximately 2 miles to the north-northeast at its nearest point. In addition, Fife and others (1976) show a subsurface ground water barrier approximately 1500 feet to the northeast at its nearest point. This feature is shown to trend towards, but not through, the site. Some geologists believe this subsurface feature barrier may be a fault. However, this feature is concealed by thick alluvial deposits and has no surface expression. The accompanying Southern California Fault Map (Plate 2) illustrates the location of the site with respect to major faults in the region. The distance to notable faults within 100 kilometers of the site is presented on Plate 3. 2.06 Seismicity The site is located in a seismically active area, as is the case throughout Southern California. At this time it is not possible to state with certainty when and where future large magnitude earthquakes will occur, or what the magnitude and intensity of these events will be. Estimates can be made, however, based on the known tectonic setting and seismic history. Large magnitude earthquakes, which have occurred in the region in historical times, are listed on Plate 4. Maximum probable and credible earthquakes are the largest earthquakes that a fault is believed capable of producing. The maximum probable earthquake is the maximum earthquake that is likely to occur during a 100-year interval and is regarded as a probable but not assured event. The maximum credible earthquake is the largest earthquake a fault is believed capable of producing, with little regard given to its probability and without considering time as a factor. Possible levels of ground shaking that could be produced by postulated earthquakes along major fault in the region using deterministic methods are presented on Plate 4. Typically, the repeatable high ground acceleration is considered in design and is estimated at 65% of the peak acceleration. 2.07 Flooding and Wind Erosion Potential According to the San Bernardino County Seismic Safety Element (1974), the site does not lie within the boundaries of a 100-year flood zone. Control of surface runoff originating from within and outside of the site should, of course. be included in design of the project. RMA Job N°: 97-069-01 Page 5 i • 7RMA Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 The Fontana area is periodically subject to strong Santa Ana winds from the north that are funneled through the Cajon Pass. Soils, particularly slopes, not covered with vegetation may be subject to erosion by these winds. 3.00 CONCLUSIONS AND RECOMMENDATIONS 3.01 General Conclusion Based on specific data and information contained in this report, our understanding of the project and our general experience in geotechnical engineering, it is our professional judgment that the proposed development is geotechnically feasible. This is provided that the recommendations presented below are fully implemented during design, grading and construction. The recommendations contained in this geotechnical report shall supersede the recommendations contained within our previous 1990 geotechnical report. 3.02 General Earthwork and Grading All grading should be performed in accordance with the General Earthwork and Grading Specifications outlined in Appendix C, unless specifically revised or amended below. Earthwork should also be in accordance with all applicable City of Fontana requirements. Onsite earth materials encountered in this investigation are suitable for placement as fill. Our recommendations for preparation of the existing soils and rough grading are presented in the attached Appendix C. It is further recommended that positive drainage away from all structures be provided. 3.03 Earthwork Shrinkage & Subsidence Based on our field and laboratory density tests as well as field observations, we have estimated shrinkage and subsidence factors. These factors account for changes in earth volumes that will occur during grading. Our estimates are as follows: • Shrinkage: 20% for soil removed and replaced as compacted fill. • Subsidence: 0.15 feet. Shrinkage is the decrease in volume of soil upon removal and recompaction expressed as a percentage of the original in -place volume. RMA Job N°: 97-069-01 Page 6 RMA Grou GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Although these values are only approximate, they represent our best estimate of yardage losses that will likely occur during grading. 3.04 Removals General Criteria Vegetation, trash and debris should be cleared from the grading area and hauled from the site. Complete removal of loose or compressible materials will be necessary during grading in all areas to receive fill or support structures. In general, the loose surficial soils extending to depths of 1 to 4 feet will require removal and recompaction. Depths of overexcavation, however, are expected to vary throughout the site, reflecting the variations in topography and soils within the property. Consequently, the actual removal depths will need to be determined at the time of grading. The exposed surface, at the bottom of all removals, should be scarified an additional one foot and compacted to a minimum of 90% relative compaction Soils containing in excess of 3% organics shall not be used as structural fill and must be removed from the site or blended with other soils to reduce the organic content to less than 3%. All other overexcavated materials may be moisture -conditioned and recompacted as structural fill. Residential Buildings Pads In addition to satisfying the general removal criteria, it is recommended that a compacted fill mat be constructed within and 5 feet outside of the entire building area of all residential pads. This mat should extend to a minimum depth equal to the width of the proposed footings below the footing bottoms, or 5 feet below the footing bottom, whichever is less, unless deeper removal is required to meet the general criteria. Commercial Building Pads In addition to satisfying the general removal criteria, it is recommended that a compacted fill mat be constructed beneath the bottom of all footings for commercial structures. The fill mat may either encompasses the entire building pad or may be constructed as slot cuts beneath the footings. The mat should extend to a minimum depth equal the width of the proposed footings below the bottom of the footings, or 5 feet below the bottom of the footings, whichever is less, unless deeper removal is required to meet the general removal criteria. RMA Job N°: 97-069-01 Page 7 'KWIC Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Footing areas for slot cuts shall be defined as the area extending from the edge of the footing for a distance equal to the width of the footing or to 5 feet, whichever is less. If slot cuts are used, slab areas should be overexcavated in accordance with the general removal criteria. If the entire building pad is overexcavated, the removal should extend 5 feet beyond the building footprint. Driveways. Patios, Sidewalks and Garden Walls Driveways, patio, sidewalk and garden wall areas should be overexcavated in accordance with the general removal criteria. 3.05 Rippability and Rock Disposal Our exploratory trenches were excavated without difficulty. Accordingly we expect that all earth materials will be rippable with conventional heavy duty grading equipment. Oversized materials (greater than 12 inches in maximum dimension) were encountered in one trench (T-14) during our 1990 subsurface investigation. Boulders 14-inches in diameter were encountered in that trench at a depth of 12 feet. Oversized materials were not encountered in any of the other trenches. Therefore, it is expected that some localized areas of containing oversized materials many be encountered during grading, however the total quantity of these materials will be small. These oversized materials should not be placed within 10 feet of finish grade without the approval of the geotechnical consultant and the local building official. 3.06 Subdrains Ground water and surface water were not encountered during the course of our subsurface investigation and the proposed grading will not fill any large canyons. In addition, the subsurface sols are relatively permeable and uniform. Consequently, installation of canyon subdrains will not be necessary. Backdrains or weep holes are recommended for any retaining walls. 3.07 Cut and Fill Slopes Cut and fill slopes constructed to maximum height of approximately 10 feet at an inclination of 2:1 (horizontal to vertical) are expected to be grossly and surficially stable. This is provided that the slopes are properly keyed, benched and compacted, and landscaped as indicated in Appendix C. If higher slopes are proposed, the geotechnical consultant should review their stability. RMA Job N°: 97-069-01 Page 8 §srA Group 3.08 Faulting GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Since the site is not located within the boundaries of an Earthquake Fault Zone and no faults are known to pass through the property, surface fault rupture within the site is considered unlikely. The ground water barrier that projects toward the site from the northeast is thought to be a subsurface feature only, and therefore is not believed to be a hazard with respect to surface rupture. 3.09 Seismic Design Parameters The potential damaging effects of regional earthquake activities should be considered in the design of structures. As a minimum, design should be in accordance with the latest Uniform Building Code and the recommendations of the Structural Engineers Association. The site is located in Seismic Zone 4 of the 1994 Uniform Building Code. Accordingly, the Seismic Zone Factor (Z) is equal to 0.40. This corresponds to a 10 percent probability of exceedance in a 50-year period. A numerical site coefficient factor for soil (S) of 1.2 is recommended. This is based on a soil profile consisting predominately of medium -dense to dense or medium -stiff to stiff soil which are more than 200 feet thick. Structural design should also consider other data presented in this report, local codes and any other pertinent data that might become available. Depending upon the types of structures proposed, further evaluation of seismic design parameters could be necessary. This should be determined by a qualified structural engineer or architect. 3.10 Secondary Earthquake Hazards Considering the seismic and geologic conditions as currently known, the potential for secondary seismic hazards at the site is considered to be low. Liquefaction is considered unlikely due to the density of natural soils, anticipated compaction of the surficial soils and depth to ground water. The potential for seismically induced settlement is low due to the density of the underlying earth materials and anticipated compaction of near surface soils. Seismically induced landsliding is not expected, provided the site is properly graded and developed. Tsunamis and seiches do not pose hazards due to the inland location of the site and lack of nearby bodies of standing water. RMA Job N°: 97-069-01 Page 9 i r 3fir�A Group 3.11 Foundations GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Spread footings or continuous wall footings are recommended to support the proposed residential and commercial structures. If the recommendations for removals and site grading are followed and footings are established in compacted fill materials, footings may be designed using the following allowable soil bearing values: Continuous Footings: SOIL BEARING VALUES Footing Width Size Depth Allowable Bearing Pressures 12 inches 12 inches 1500 psf 12 inches 18 inches 2000 psf 12 inches 24 inches 2500 psf These values may be increased by 20% for each additional foot of depth to a maximum value of 4000 pounds per square foot. Spread Footings: For Loads Up To Minimum Footing Depth Bearing Capacity Lbs. Per Sq. Ft. 50 kips 18 2500 These values represent an allowable net increase in soil pressure over existing soil pressure and may be increased by one-third for considerations of short term wind or seismic loads. Maximum expected settlement of footings designed with the recommended allowable soil bearing values is expected to be on the order of 1/2 inch. RMA Job N°: 97-069-01 Page 10 RN"g. Gro GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Soils at the subject site are coarse grained and non -plastic in nature. Therefore, reinforcement of footings for expansive soil is not required. However, in view of the seismic setting (UBC Seismic Zone 4), nominal reinforcement consisting of at least one #4 bar placed within 3 inches of the top of the footings and another placed within 3 inches of the bottom of the footings is recommended. 3.12 Slabs on Grade Residential Floor Slabs We recommend the use of concrete slabs on grade for floor slabs for residential structures to be constructed at the subject project. The floor slabs should have a minimum thickness of 3'/2 inches and be divided into squares or rectangles using weakened plane (contraction) joints, each with maximum dimensions not exceeding 25 feet. If contraction joints are not used, the slabs shall be reinforced with 6x6-10/10 welded wire fabric placed at mid -height of the slab. A base course capillary break is not required for slabs on grade at the subject project. However, it is recommended that a moisture barrier consisting of a one inch layer of sand underlain by an impermeable membrane, such as visqueen (6 mil in thickness), properly lapped and sealed be provided beneath all floor slabs with moisture sensitive floor coverings. Commercial Floor Slabs Concrete floors with a minimum thickness of 4 inches are recommended for commercial structures with normal floor loading conditions. However, if heavy concentrated or moving loads are anticipated, slabs should be designed using a modulus of subgrade reaction (k) of 180 psi/in when soils are prepared in conformance with the grading recommendations contained within this report. The slabs should be reinforced with 6x6-10/10 welded wire fabric placed at mid height of the slab. Driveways, Patios and Sidewalks Un-reinforced slabs on grade may be used for residential driveways, patios and sidewalks on the subject project. Un-reinforced exterior slabs should have a minimum thickness of 3 %2 inches and be divided into squares or rectangles using weakened plane (contraction) joints spaced not further than 12 feet. Sidewalks shall have contraction joints spaced no further than 5 feet. If contraction joints are not used, then the slabs shall be reinforced with 6x6-10/10 welded wire fabric place at mid -height in the slab. RMA Job N°: 97-069-01 Page 11 ROSA ' roU GEOTECHNICAL CONSULTANTS 1 Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 3.13 Lateral Loads Lateral loads may be resisted by soil friction and the passive resistance of the soil. The following parameters are recommended. • Passive Earth Pressure - equivalent fluid weight of 400 pcf. • Coefficient of Friction (Soil to footing) — 0.43 Retaining structures should be designed to resist the following lateral active earth pressures: Surface Slope of Retained Material Horiz. to Vert. Equivalent Fluid Weight (pcf) Level 33 5to1 34 4to 1 35 3to1 37 2to1 46 These active earth pressures are only applicable if the retained earth is allowed to strain sufficiently to achieve the active state. The required horizontal strain to achieve the active state is approximately 0.0025H. Retaining structures should be designed to resist an at rest lateral earth pressure if this horizontal strain can not be achieved. • At rest lateral earth pressure - 51 pcf The horizontal compression required to achieve the full passive earth pressure is approximately 4 times the horizontal strain required to reach the active state. The horizontal compression required to reach 1/2 the maximum passive pressure is approximately equal to the horizontal strain required to achieve the active state. The previously recommended passive pressure should be reduced accordingly if the required horizontal compression to achieve full passive pressures can not be achieved. RMA Job N°: 97-069-01 Page 12 RMA Grou GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 If any super -imposed loads are anticipated, this office should be notified so that appropriate recommendations for earth pressures may be provided. 3.14 Cement Type Soluble sulfate tests indicate that concrete at the subject site will have a negligible exposure to water soluble sulfate in the soil. Type I or Type II cement may be used for normal weight concrete. 3.15 Pavement Sections Pavement sections should be determined at the completion of rough grading. Representative R- value samples should be obtained and tested toward the completion of rough grading. Prior to paving, the subgrade soils should be scarified and the moisture adjusted to within 2% of the optimum moisture content. The subgrade soils should be compacted to a minimum of 90% relative compaction if aggregate base course is used, or 95% relative compaction if aggregate base course is not used. All aggregate base courses should be compacted to a minimum of 95% relative compaction. 3.16 Utility Trench Backfill The on -site soils are expected to be suitable as trench backfill provided they are screened of organic matter and cobbles over 12 inches or '/2 the width of the trench, whichever is less. Trench backfill should be densified to at least 90% relative compaction (ASTM D1557-78). Mechanical compaction methods will be required to attain the required 90% relative compaction. 3.17 Plan Review Once a formal grading and foundation plan is prepared for the subject property, this office should review the plan from a geotechnical viewpoint, comment on changes from the plan used during preparation of this report and revise the recommendations of this report where necessary. RMA Job N°: 97-069-01 Page 13 Gr u GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 3.18 Observation and Testing During Grading Soils engineering observation and testing should be conducted during the following stages of rough grading: • Upon completion of clearing and grubbing. • During excavation and overexcavation of compressible soils. • During all phases of rough grading; including overexcavation, precompaction, benching and filling operations and cut slope excavation. • When any unusual conditions are encountered during grading. A final geotechnical report summarizing conditions encountered during grading should be submitted upon completion of grading. 4.00 CLOSURE The findings, conclusions and recommendations in this report were prepared in accordance with generally accepted engineering and geologic principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Lewis Homes to be used solely for design purposes. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions. The geotechnical consultant should be retained during the earthwork and foundation phases of construction to monitor compliance with the design concepts and recommendations, and to provide additional recommendations as needed. Should subsurface conditions be encountered during construction that appear different from those shown in this report, this office should be notified immediately so that our recommendations may be re-evaluated. RMA Job N°: 97-069-01 Page 14 A Group PLATES GEOTECHNICAL CONSULTANTS Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 I Z8 RANG �� a 10 _` QQH.(1yl JI i I R ; 26� ,4 7 Y ` J1 yti y - — 4NITESTONE':.. CUaAMONGA� 'r spp 1. •.a' lr , ...4 1 1 �aYA1T • fi b! r4yy U V y.F 'lka F ,} �$1 n �v xt 5. to,. i �`,rt�f; it .,.if 'ter Ilt td`S rt.,:41 S. �N'S `) '.j ,:. '' l�yV .rL S' ' ' • ,• fit.+° u �': �.v i r to '�, Li .aY'•'+ tiil !I., -E �r�r� � •a r•T.I 'q'i ' `+" ^''. rh' i '4-. 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'!iI 1 NS' riM'1 ICmI � i hi' S1.f500 131^ I R ..- :.>t,: S.00TT. : 1.:,;:^, { > -L,,. soar' J r A ,r ., i� c„ 1 4 Y ♦Z� ys� Ml v • cu d • INDEX MAP OF i\'IORNINGSIDE PROJECT, TRACT 15709 • FONTANA, CA BASE MAP: Thomas Guide RMA Job N°: 97-069-01 PLATE 1 RMA Group RMA Job N°: 97-069-01 GLOTLCHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 PLATE 2 pViMA Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 NOTABLE FAULTS WITHIN 100 KILOMETERS Fault Zone Distance (km) Distance (miles) Blake Ranch 67 42 Camp Rock - Emerson 94 58 Chino 25 16 Cucamonga 3 2 Duarte 24 15 Elsinore 40 25 Elysian Park Seismic Zone 59 37 Harper 99 62 Helendale 60 37 Johnson Valley 86 53 Lenwood 81 50 Llano 45 28 Lockhart 94 58 Malibu Coast 100 62 Newport Inglewood 68 42 Morongo Valley 81 50 North Frontal 20 12 Northridge Hills 91 57 Old Woman Springs 77 48 Palos Verde 84 52 Pinto Mountain 71 44 Raymond 50 31 San Andreas 17 11 San Gabriel 56 35 San Gorgonio -Banning 25 16 San Jacinto 10 6 Santa Monica - Hollywood 70 43 Santa Susana 90 56 Sierra Madre - San Fernando 21 13 Verdugo 61 38 Whittier 32 20 RMA Job N°: 97-069-01 PLATE 3 5, Rairy Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 HISTORIC STRONG EARTHQUAKES IN THE SOUTHERN CALIFORNIA REGION SINCE 1857 Date January 5, 1857 December 16, 1858 February 9, 1890 May 28, 1892 July 30, 1894 July 22, 1899 December 25, 1899 May 15, 1910 April 21, 1918 July 23, 1923 March 11, 1933 April 10, 1947 December 4, 1948 July 21, 1952 February 9, 1971 July 8, 1986 October 1, 1987 February 28, 1990 June 28, 1991 April 22, 1992 June 28, 1992 June 28, 1992 January 17, 1994 Event Fort Tejon San Bernardino Area San Jacinto San Jacinto Lytle Creek Cajon Pass San Jacinto Elsinore Hemet San Bernardino Long Beach Manix Desert Hot Springs Wheeler Ridge San Fernando North Palm Springs Whittier Narrows Upland Sierra Madre Joshua Tree Landers Big Bear Northridge Intensity Magnitude IX+ (8.25) VII (6) VIII (6.5) VIII (6.5) VII (6) VIII (6.5) IX (6.9) VII (6) IX (6.8) VII (6) 6.3 6.5 6.5 7.7 6.6 5.9 6.1 5.5 5.8 6.3 7.5 6.6 6.7 Approximate Epicentral Distance (miles) 159 8 86 99 14 13 55 30 36 14 44 82 67 109 63 53 35 12 31 70 63 36 62 DETERMINISTIC SEISMIC PARAMETERS PEAK HORIZONTAL ACCELERATION Maximum Probable Earthquake Maximum Credible Earthquake Peak Acceleration (g) Peak Acceleration (g) Magnitude Mean (M) M + 1 sigma Magnitude Mean (M) M + 1 sigma 5.5 0.08 0.13 6.5 0.13 0.23 6.7 0.44 0.75 7.5 0.68 1.14 6.5 0.08 0.13 7.5 0.13 0.22 8 0.32 0.54 8.25 0.37 0.62 7 0.27 0.45 7.5 0.35 0.59 6.5 0.09 0.16 7.5 0.16 0.26 Fault Zone Chino Cucamonga Elsinore San Andreas San Jacinto Whittier Distance (km) 25 3 40 1, 7 10 32 Distance (miles) 16 2 25 11 6 20 Attenutation relationship: Boore, D.M., Joyner, W.B. and Fumal, T.E., 1994 with 1995 update, site classification B, random horizontal. RMA Job N°: 97-069-01 PLATE 4 J GLOTCCHNICAL CONSULTANTS CHERRY AVENUE &13 &12 -2 S-2 rB-5 -6 S-5 S-6 7B-4 S-4 S-4A T-10 LEGEND Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 T-6 STAND PIPE• T-9 T-8' �8-3 ��((S- 3 STAND PIPE•T- 5 ,,T- 4 BASELINE ROAD -B-N INDICATES BORING/SOUNDING LOCATION INDICATES TRENCH LOCATION T-N ' T- 2 -3 PLOT PLAN SCALE: 1" = 400' RMA Job N°: 97-069-01 PLATE 5 CFOII GEOTECHNICAL CONSULTANTS APPENDIX A FIELD INVESTIGATION 1 1 1 1 1 1 i 1 1 1 1 1 1 1 GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 APPENDIX A FIELD INVESTIGATION A-1.0O FIELD EXPLORATION A-1.01 Number of Borings, Soundings and Trenches Our subsurface investigation consisted of 6 borings, 8 soundings and 14 trenches. A-1.02 Location of Borings, Soundings and Trenches Exploratory trenches, borings and soundings were located by using the topographic and cultural features depicted on a 80 and 100 scale site plans provided by Lewis Homes. Each location should be considered accurate only to the scale and detail of the plan utilized. A-1.03 Boring, Sounding and Trench Logs A log of each trench, boring and sounding was prepared by one of our staff and are attached in this appendix. The logs contain factual information and interpretation of subsurface conditions between samples. The stratum indicated on these logs represent the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times. A Plot Plan showing their approximate locations is presented as Plate 5. Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). A legend indicating the symbols and definitions used in this classification system and a legend defining the terms used in describing the relative compaction, consistency or firmness of the soil are attached in this appendix. Bag samples of the major earth units were obtained for laboratory inspection and testing, and the in -place density of the various strata encountered in the exploration was determined. RMA Job N°: 97-069-01 Page Al 0 10 20 30 40 50 GCOTCCHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA pril 17, 1997 DESCRIPTION o SM Alluvium - Grey brown silty sand; loose, mois less than 50 % gravel. Alluvium — Grey silty sand with gravel;loose O SM C 0 to moderate density. Gravel lense at 9 feet. 0 End of boring excavation Boring Attitude: Vertical Excavated with: 8" Auger Date Excavated: 6/15/90 Location: See Plot Plan Elevation: 1324 feet No Ground Water Encountered BORING No. RIvIA Job N°: 97-069-01 Page A2 Gro GLOTLCHNICAL CONSULTANTS 0 10 20 30 40 50 G� �6 , c `t11 z� .c� ��' GOJ 4Q FQ ` ��� o� -1 v p� C., o �O `o 0` oP Lewis Homes Morningside Project, Tract 15709 Fontana, CA pril 1], 1997 DESCRIPTION i SM Alluvium — Grey brown silty sand; loose, mo less than 50 % gravel. Sp Alluvium — Grey sand and gravel mixture; to to moderate density, Alluvium — Tan silty fine sand with some int bedded gravel; loose, moist, maximum diame of cobbles is 8 inches. • SM 0 Sp Alluvium — Tan gravel with some fine sand; loose, moist, sub —rounded cobbles have a 0 0 maximum diameter of 5 inches. 0 _ �L _= End of boring excavation Boring Attitude: Vertical Excavated with: 8" Auger Dote Excavated: 6/15/90 Location: See Plot Plan Elevation: 1326 FEET Ground Water Encountered BORING No. 2 Page A3 st, ose er— ter RMA Job N°: 97-069-01 1 1 r 1 t RMA GrOUp 0 10 20 30 40 50 '<< C'' GOB �`, •<A Q .9 \-\\` �O� 0 c' GEOTECI-INICAL CONSULTANTS Lcwis Homes Morningside Project, Tract 15709 Fontana, CA pril 17, 1997 DESCRIPTION — SM Alluvium — Grey brown silty sand with fine to medium grained sand becoming coarser with depth; loose, moist, less than 50% gravel. C SP Q 0 O Alluvium — Tan medium sand and mixture; moderately dense, dry to moist, well rounded gravel up to 3 diameter. gravel slightly inch G r End of boring excavation Boring Attitude: Vertical Excavated with: 8" Auger Date Excavated: 6-15-90 Location: See Plot Plan Elevation: 1353 feet RMA Job N°: 97-069-01 No Ground Water Encountered BORING No. 3 Page A4 \-\\O `Q1° GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 DESCRIPTION 3.4 SM Alluvium (Qal) — Brown silty sand — Fine to medium grained with gravel, dry to slightly moist, non—cohes loose, some cobbles, some caving. / / — / At 4.5' — Increase in gravel content. SM/SP Brown silty sand to sand — Fine to medium grained 2.7 / with coarse grained sand particles, slightly moist, medium dense, gravel and cobbles up to 4" in diameter, subrounded to subangular, non —cohesive, sever caving along walls. _ SM Light brown silty sand — Fine to medium grained with gravel and cobbles, medium dense, moist, some cohesion. 5.2 f / 1 At 15' — Increase in gravel content. 4.2 End of boring excavation 3.7 Boring Attitude: Vertical Excavated with: . 8" Auger Date Excavated: 4-01-97 Location: See Plot Plan Elevation: RMA Job N°: 97-069-0I Note: This boring was excavated in conjunction with an electronic cone penetrometer sounding. The log of that sounding should be reviewed with this boring log. No Ground Water Encountered BORING N ve, Page A5 t 1 A GIF®u 0 5 10 15 20 25 GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 DESCRIPTION 3.1 / SM Alluvium (Qal) — Brown silty sand — Fine to medium grained with gravel, dry, non —cohesive, loose. _ At 2.5' — Increase in gravel content with cobbles up to 3" in diameter, subrounded to sudangular. — / At 4.5' — Increase in gravel content. 2.9 SM/SP Light brown silty sand to sand — Fine to medium — grained with coarse grained sand particles, dry to — slightly moist, medium dense, non —cohesive with travel and cobbles. — SM Light brown to brown silty sand — Fine to medium grained with gravel and cobbles, medium dense, moi. some cohesion. 3.6 5.5 — At 17' — Increase in gravel content. End of boring excavation 5.7 Boring Attitude: Vertical Excavated with: 8" Auger Date Excavated: 4-01-97 Location: See Plot Plan Elevation: --- RMA Job N°: 97-069-01 Note: This boring was excavated in conjunction with an electronic cone penetrometer sounding. The log of that sounding should be reviewed with this boring log. No Ground Water Encountered BORING No. 5 t, Page A6 croup GEOTECHNICAL CONSULTANTS 0 5 10 15 20 25 Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 DESCRIPTION — 4.2 SM Alluvium (Qal) — Brown silty sand — Fine to medium groined, dry to slightly moist, non —cohesive, loose. At 4.5' — Gravel and cobbles. — 4.7 / SM/SP Light brown silty sand to sand — Fine to medium grained with coarse grained sand particles, gravel and cobbles up to 4" in diameter, subangular to subrounded, slightly moist, medium dense, non—cohe — SM Brown silty sand — Fine to medium grained with gra and cobbles, medium dense, moist, some cohesion. 3.8 — At 12' — Increase in gravel and cobble content. 5.9 — At 17' — Light greyish brown to light brown. End of baring excavation 5.6 Boring Attitude: Vertical Excavated with: 8" Auger Date Excavated: 4-01-97 Location: See Plot Plan Elevation: --- RMA Job N°: 97-069-01 Note: This boring was excavated in conjunction with an electronic cone penetrometer sounding. The log of that sounding should be reviewed with this boring log. No Ground Water Encountered BORING No. sive. vel Page A7 RMA GIT®u GEOTECHNICAL CONSULTANTS Tip Resistance Qc (tsf) Sounding Date: 6-15-90 Location: See Plot Plan Local Friction Fc (tsf) Friction Ratio Rf (%) 6 0 , ASTM 03441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. RMA Job N°: 97-069-01 Lewis Iomes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 6 Soil Profile Silty Sand SOUNDING No. 1 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. 0 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Page A8 10 20 30 MA Group Tip Resistance Qc (tsf) Local Friction Fc (tsf) 500 0 . 6 0 a) d) N O C T - N • In T � O v c %.- N 0 O N a) > -J 5 c' 7 Sounding Date: 6-15-90 Location: See Plot Plan ASTM D3441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. RMA Job N°: 97-069-01 GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Friction Ratio Rf (%) Soil Profile — Silty Sand SOUNDING No. 2 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Page A9 GEOTECHNICAL CONSULTANTS a- 1) 0 Tip Resistance Qc (tsf) Local Friction Fc (tsf) 500 0 Sounding Date: 6-15-90 Location: See Plot Plan Friction Ratio Rf (%) , 6 0 , ASTM D3441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. RMA Job N°: 97-069-0I Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 6 Soil Profile Silty Sand SOUNDING No. 3 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Page A 10 Cron GEOTECHNICAL CONSULTANTS 0 0 10 20 Tip Resistance Qc (tsf) 500 0 N O QI ) > —I 5_ c) 30 Sounding Date: 4-01-97 Location: See Plot Plan Local Friction Fc (tsf) Friction Ratio Rf (%) 6 0 ASTM D3441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Soil Profile Silty Sand to Sand SOUNDING No. 4 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 RMA Job N°: 97-069-01 Page All 1 1 MA CrOffi 0 10 4- _l Q a) a 0 20 Tip Resistance Qc (tsf) GCOTLCHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Local Friction Friction Ratio Fc (tsf) Rf (%) 500 0 ) ) , 6 0 , 1 V a) a 5) U, 0 N o c J 11, • E ) a) T N N T 0 4) O 6) a.) a) > 5 cl 7 30 Sounding Date: 4-01-97 Location: See Plot Plan ASTM 03441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. Soil Profile Silty Sand to Sand SOUNDING No. 4a A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. 0 4 6 8 10 12 14 16 18 20 22 24 26 28 30 RMA Job N°: 97-069-01 Page Alt Gr up GLOTECHNICAL CONSULTANTS II 1 1 Tip Resistance Qc (tsf) 500 0 Local Friction Fc (tsf) 6 0 Friction Ratio Rf (%) Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 6 Sounding Date: 4-01-97 Location: See Plot Plan ASTM D3441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. RMA Job N°: 97-069-01 Soil Profile Silty Sand to Sand 0 2 6 8 10 12 14 16 SOUNDING No. 5 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. Page A 13 18 20 22 24 26 28 30 00 10 a- 20 Cr O U ; Tip Resistance Qc (tsf) GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Local Friction Friction Ratio Fc (tsf) Rf (%) 500 I I II6 0, , t , t 30 Sounding Date: 4-01-97 Location: See Plot Plan ASTM D3441— Electric cone penetrometer advanced with truck mounted hydraulic pistons with a 20 ton thrust capacity. Reaction was provided by the weight of the truck which is anchored to the ground. RMA Job N°: 97-069-01 6 Soil Profile Silty Sand to Sand 0 2 6 8 10 12 14 16 18 20 22 24 26 28 30 SOUNDI \IC No. 6 A boring was excavated in conjunction with this sounding. The log of that boring should be read with this sounding log. Page A14 NM EN NMI 111111 En INN NM 111111 NE 0 z CD / GECTECHtiC:-L ENGINEERING h T 6.7 RMA GEOLOGIC ATTITUDES RMA JOB NO.: 90-267-01 DATE: 6-18-90 PROJECT: LEWIS HOMES LOCATION : SEE PLOT PLAN ELEVATION : 1334 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR DESCRIPTION EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T-1 GEOLOGIC UNIT ENGINEERING PROPERTIES W Cl- o QZ SCALE: 1" = 5' Alluvium — Grey brown silty sand; loose, moist , less than 50% gravel. Alluvium — Grey sand and gravel mixture; loose to moderate density, moist, difficult drilling. Loose at 7 feet. Alluvium — Tan fine sand with some interbedded gravel; loose moist, easy drilling. Alluvium — Silty sand lens at 13 to 15 feet. No caving. No groundwater. VIEW: NORTHWEST Alluvium ©1' 103 4 3 ©5' 4 99 5 SURFACE SLOPE LEVE GRAPHIC REPRESENTATION TREND N10E SM SP SP SM © ME am "pi NM MN ION imiki RMA GEOTEGHtJGL ENGit1EERitJG GEOLOGIC ATTITUDES RMA JOB NO; 90-267-01 DATE: 6-18-90 PROJECT : LEWIS HOMES EQUIPMENT: CASE BACKHOE WITH 12" BUCKET LOCATION : SEE PLOT PLAN Trench T— 2 ELEVATION : 1338 CHERRY AVE. & BASELINE LOGGED BY :DAVE CARR DESCRIPTION GEOLOGIC UNIT ENGINEERING PROPERTIES >- u U] D Z Ul oa 0 2>- 0 u , a.0 z Ui I-= U Ui 0 w 0 SCALE: 1" = Alluviun — Grey brown silty sand loose, moist, less than 50% gravel. Alluvium — Grey sand and gravel mixture; loose, dry Maxium diameter of subrounded cobbles is 5 inches, moderately to poorly graded, moderately sorted. Alluvium — Grey sand and gravel mixture; silty sand with some gravel lenses, moderatley dense, moist occasional subrounded cobbles with a 6 inch diameter No groundwater. VIEW: NORTH GRAPHIC REPRESENTATION Alluvium @1' 4 @3' 4 @5' 4 108 107 100 SURFACE SLOPE 2' TREND N85E SM GM GM INIII INN MI IMO I♦ MIN I♦ MIMI IMO INN NMI INK RMA JOB NO; 90-267-01 EQUIPMENT: CASE BACKHOE WITH 12" BUCKET TrPn �h T- 3 , Tf;; ��� RMA LOCATION : SEE PLOT PLAN DATE: 6-18-90 ENGINEERING PROJECT : LEWIS HOMES ELEVATION : 1333 FEET CHERRY AVE. & BASELINELOGGED BY : DAVE CARR GEOLOGIC DESCRIPTION UNIT LJ X ° N 5 En o n r o PROPERTIi J ° MZ N o v) E- v z vi0 w 0 CEOTECHniCPL ENGINEEPING GEOLOGIC ATTITUDES ©1' SM AO Alluvium — Grey brown silty sand; dense, dry, sub —angular Alluvium gravel with a maximum diameter of 3 inches. 3 92 Alluvium — Grey sand and gravel mixture; moderately dense, slightly moist, loose to moderately graded and sorted. ©5' 4 2 105 GM OAlluvium — Tan fine sand with some interbedded gravel; moderately dense, moist GM No groundwater. SCALE: 1" = 5' VIEW: WEST GRAPHIC REPRESENTATION SURFACE SLOPE TREND NORTH S � N VI' V IN 21 0 AL RMA JOB NO. 90-267-01 EQUIPMENT: CASE BACKHOE WITH 12" BUCKET TrPn�h T-4 0 43 -��7 0- RMA 2 -t DATE: 6-18-90 LOCATION : SEE PLOT PLAN ENGINEERING PROJECT:LEWIS HOMES ELEVATION 1326 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR GEOLOGIC DESCRIPTION UNIT w x D - (.7) Z a , o PROPERTIE J oz o o Q 6 a w 0 GEOTEchr,,c« ENGINEERING GEOLOGIC ATTITUDES OA Alluvium — Grey brown silty sand; loose , dry Alluvium ©2' SM caving, sub to well rounded cobbles, largest diameter of cobbles is 7 inches. 3 106 Alluvium — Grey sand and gravel mixture; moderately dense ©4' GM slightly moist, largest diameter of cobbles is 4 102 4 inches. © Alluvium — Tan fine sand with some interbedded gravel; dense, moist, predominately silty sand GM _ . _.._. SCALE: 1" = 5' VIEW: WEST GRAPHIC REPRESENTATION SURFACE SL TREND N5W S r NMI NMI EMI MINI MEI MINI NMI MIN IMMI IIMI NM INN� 10690L6•01\1gol'V1Ni1 W�2 RMA GEOTECHPUCAL EUGiNEEP.uiG GEOLOGIC ATTITUDES G 0 RMA JOB NO.: 90-267-01 DATE: 6-18-90 PROJECT: LEWIS HOMES EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T-5 LOCATION : SEE PLOT PLAN ELEVATION : 1346 FEET CHERRY AVE. & BASELINE LOGGED BY :DAVE CARR DESCRIPTION GEOLOGIC UNIT ENGINEERING PROPERTIES w a- 0 Qz SCALE: 1" = 5' Alluvium B)Alluvium OAlluvium- - Grey brown gravel) and with silt; loose, dry, porous sub —rounded" gravel has a maximum diameter of 1.5 inches. Cobbles in this location are greater than 50% of the total unit but but unit is thin and elsewhere unit contains less than 50% gravel. — Grey gravelly medium to coarse sand with silt; loose to moderate, dense, moist , caving „ moderately graded, poorly defined bedding, 7 maximum diameter of cobbles. Tan medium grained sand and gravel lenes, dense moist, 4 maximum diameter of cobbles. No groundwater. VIEW: WEST GRAPHIC REPRESENTATION Alluvium ©1' 3 ©3' 4 ©5' 5 110 104 106 6 7 8 SP/SM SP/SM SURFACE SLOPE LEVEL TREND NORTH GM 1 OM — — N l_ I I = 1 M E !, — i — — = = 10-690 L6 :01•19°f V W21 RMA GEOTECHIiC,-L E NGIWEEPINNG GEOLOGIC ATTITUDES RMA JOB NO.: 90-267-01 DATE: 6-18-90 EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T— 6 LOCATION : SEE PLOT PLAN ENGINEERING PROPERTIES PROJECT : LEWIS HOMES ELEVATION : 1352 FEET CHERRY AVE. & BASELINELOGGED BY:DAVE CARR DESCRIPTION GEOLOGIC UNIT w O x (n J • (n N- o_ p u V' (% 0 a • z (/7 0 Ct 2 >- (n w 0 o N6OW,4'SW SCALE: 1" = 5' OA Alluvium — Grey brown silty sand; loose, dry © Alluvium — Grey sand and gravel mixture; moderately dense, dry. © Alluvium — Tan fine sand with some interbedded gravel; moderately dense, moist, abunbant well—rounded boulders with a maximum diameter of 8 inches. Approxamate geologic attitude of gravel bedding. No groundwater. VIEW: WEST Alluvium ©1' 4 104 ©3' 4 97 SURFACE SLOPE LEVEL GRAPHIC REPRESENTATION TREND NORTH SM SP SP © IMOMINI MINI NMI IIIIII NMI Ilia NT CASE BACKHOE WITH 12" BUCKET /`'`J 2 ` ' 1 V 6-18-90 v `v v LOCATION SEE PLOT PLAN Trench ENGINEERING I — PROPERTIE y /RMA\ PROJECT : LEWIS HOMES ELEVATION : 1351 FEET W o GEOTECHIaiC�l El IGINEERING J CHERRY AVE. &BASELINE LOGGED BY DAVE CARR o ul o a Q zo ui r` GEOLOGIC GEOLOGIC 5 r < w ATTITUDES DESCRIPTION UNIT o c AQ Alluvium — Grey brown silty sand; moderately dense,moist. Alluvium ©1' SM 5 88 © Alluvium — Grey sand and grsvel mixture; moderately dense, moist, abundent well—rounded 10 inch boulders. ©4' 4 101 SP © Alluvium — Tan fine sand with some interbedded gravel; dense, moist, abundant well—rounded 10 inch boulders. SP No groundwater. SCALE: 1" = 5' VIEW: NORTH GRAPHIC REPRESENTATION SURFACE SLOPE LEVEL TREND N8OW S © RMA C;EOTECHNIC:-L ENGINEERING GEOLOGIC ATTITUDES RMA JOB NO; 90-267-01 DATE: 6-18-90 PROJECT: LEWIS HOMES DESCRIPTION EQUIPMENT: CASE 24lNCH BUCKET ENGINEERING PROPERTIES ELEVATION : 1363 FEET > o LLI X (7) J Ui H LOGGED BY : DAVE CARR O N 0 a Q o ( C) GEOLOGIC 5 ,. 0 w UNIT o LOCATION : SEE PLOT PLAN Trench T— 8 SCALE: 1" = 5' ® Alluvium — Grey brown silty sand; loose, moist,less than 50% gravel. Alluvium — Grey sand and gravel mixture; dense, moist. © Alluvium — Grey coarse sand and gravel mixture; loose, dry No groundwater. VIEW: NORTH Alluvium @3' 8 93 @5' 8 95 SM SP SP SURFACE SLOPE APPROX. LEVEL GRAPHIC REPRESENTATION TREND N85E 10-690-L6:0 4 qof VIN21 /RMA\ GEOiECHMCAL Et1GItiEERIt1G GEOLOGIC ATTITUDES RMA JOB N0: 90-267-01 DATE: 6-18-90 PROJECT: LEWIS HOMES EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T-9 LOCATION : SEE PLOT PLAN ELEVATION : 1353 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR DESCRIPTION GEOLOGIC UNIT ENGINEERING PROPERTIES w n O az Alluvium — Grey brown silty sand; loose, moist, less than 50% gravel. © Alluvium — Tan fine sand with some interbedded gravel; dense, moist, many lenses of sub —rounded cobbles with a maximum diameter of 5 inches. Alluvium — Grey sand and gravel mixture with cobbles upto 5 inches in diameter No groundwater. SCALE: 1" = 5' VIEW: NORTH Alluvium ©4' 4 104 SURFACE SLOPE LEVEL GRAPHIC REPRESENTATION TREND N87W z vi Q U Z vim DV) w 0 SM SP SP (C) RMA GEOTEChtJICAL ENGIMEEPING GEOLOGIC ATTITUDES RMA JOB NO; 90-267-01 Gy ?/ DATE: 6-18-90 LOCATION : SEE PLOT PLAN PROJECT: LEWIS HOMES ELEVATION : 1320 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR DESCRIPTION EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T-10 GEOLOGIC UNIT ENGINEERING PROPERTIES 0 W 0 Qz z 0 v) U Q vi 0 zw 0 ® Alluvium — Grey brown silty sand; moderately dense moist, occasional 6 inch diameter cobbles. Alluvium — Grey sand and gravel mixture; moderately dense, slightly moist, porous, occasional 1.5 inch diameter cobbles. Q Alluvium — Tan fine sand with some interbedded gravel; loose,slightly moist, abundant sub —rounded to sub —angular 6 inch maximum diameter cobbles. No groundwater. SCALE: 1" = 5' VIEW: NORTHEAST Alluvium @2' 6 89 @4' 8 81 SURFACE SLOPE LEVEL GRAPHIC REPRESENTATION TREND N75W SM SP SP l.i Q II =I 11111111 ME 11111 MINI 11111 OM MINI MINI. INN MIMI =I MI 0 c z 'J. Jt RMA ;EOTECHNCAL ENGINEEPuJG GEOLOGIC ATTITUDES RMA JOB NO.: 90-267-01 DATE: 6-18-90 PROJECT: LEWIS HOMES EQUIPMENT: CASE BACKHOE WITH 12 BUCKET " Trench T-11 LOCATION : SEE PLOT PLAN ENGINEERING PROPERTIES ELEVATION : 1339 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR DESCRIPTION GEOLOGIC UNIT LJ ap Qz z 0 vi U• Q vi; =w 0 Alluvium — Grey brown silty sand: loose, dry. Alluvium — Grey sand and gravel mixture: loose, dry Alluvium — Tan fine sand with some interbedded gravel: loose,dry, caving, poorly graded, moderately bedded. No groundwater. SCALE: 1" = 5' VIEW: WEST GRAPHIC REPRESENTATION Alluvium ©2' 5 ©4' 5 99 SURFACE SLOPE LEVEL TREND N1OW SM SP SP N M N I' M E I M M MN M = I IMMI M NM MN D ON mac, RMA GEOTECNfIC.L ENGUIEEPING GEOLOGIC ATTITUDES RMA JOB NO; 90-267-01 DATE: 6-18-90 LOCATION : SEE PLOT PLAN PROJECT: LEWIS HOMES ELEVATION : 1350 FEET CHERRY AVE. & BASELINELOGGED BY :DAVE CARR DESCRIPTION EQUIPMENT: CASE BACKHOE WITH 12" BUCKET Trench T-12 ENGINEERING PROPERTIES GEOLOGIC UNIT w J . CL0 Z w ®A Alluvium — Grey brown silty sand; loose, moist, less than 50% gravel. ® Alluvium — Tan fine sand with some interbedded gravel; moderately dense, dry, caving. No groundwater. SCALE: 1" = 5' VIEW: WEST GRAPHIC REPRESENTATION Alluvium @1.5 4 @4' 5 100 111 SURFACE SLOPE LEVEL TREND NORTH SM SP c z C\ SO 67 01 . CASE BACKHOE WITH 12" BUCKET h �p \ °L Tay, = 0 RMA \\.......... f�IVIH i/VD IVV� 7V-2 �-�(v" 1°"-'''' Trench DATE: 6-18-90 LOCATION : SEE PLOT PLAN ENGINEERING PROJECT: LEWIS HOMES ELEVATION : 1345 FEET CHERRY AVE. &BASELINE LOGGED BY : DAVE CARR GEOLOGIC DESCRIPTION UNIT tY w N o T-13 N Z a o PROPERTIE ¢ o U., o ~ w 0 .DIGINEHNJC L cNCiNEE?iriC GEOLOGIC ATTITUDES OA Alluvium — Grey brown silty sand; loose, moist less than 50% gravel. © Alluvium — Tan fine sand with some interbedded gravel; loose, moist, easy drilling . Alluvium ©2' 4 ©5' 5 101 102 SM SP SCALE: 1" = 5' VIEW: WEST GRAPHIC REPRESENTATION SURFACE SLOPE LEVEL TREND NORTH S 0 GEC i ECHNICL El IG:NEER!IIC GEOLOGIC ATTITUDES RMA JOB NO; 90-267-01 DATE: 6-18-90 PROJECT : LEWIS HOMES EQUIPMENT: CASEBACKHOE 24 INCH BUCKET Trench T-14 ENGINEERING PROPERTIES LOCATION : SEE PLOT PLAN ELEVATION : 1330 FEET CHERRY AVE. & BASELINELOGGED BY : DAVE CARR DESCRIPTION GEOLOGIC UNIT 0 W d 0 QZ U) z 0 V)1- U Q (ri0 w 0 Alluvium — Grey brown silty sand; loose, moist, some well—rounded 3 inch cobbles. Alluvium — Grey sand and gravel mixture; loose to moderatelydense, slightly moist, well- rounded boulders with a maximum diameter of 14 inches at a depth of 12 feet. No groundwater. SCALE: 1" = 5' VIEW: SOUTHWEST Alluvium @2' 5 92 @4' 10 95 SURFACE SLOPE LEVEL GRAPHIC REPRESENTATION TREND N70W SM SP 1 i tax A GP up 0, 0 0 m rn CO U a N SILT OR CLAY 2 z w s GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES COARSE GRAINED SOILS (Marc than 50% of material a LARGER than No. 200 sieve size) GRAVELS (More than 50% of coarse fraction is LARGER than the No. <sieve vice CLEAN GRAVELS (Lillleor na fines) 0. . • .0 . O • GW Well graded gravel, gravel -sand mixtures. the or no fines. 'J C GP Poorly graded gravel or gravel -sand mixtures, little or no fines. GRAVELS WITH FINES (Appreciable amt. of fines) 0 v C GM Silty gravels. gravel -sand -silt mixtures. 1/, GC Clayey gravels, gravel -sand -clay mixtures. SANDS' coInsa nan on 5 coarse fraction is SMALLER than the Ne..sievease, CLEAN SANDS (Little or no fines) • • • ; • • SW• Well graded sands, gravelly sands. little or no fines. . • • • •• •1 SP Poorly graded sands or gravelly sands, little or no fines. SANDS WITH FINES (Appreciable l of h amoutoffoes) i • • • • gM Silty sands, sand -silt mixtures. ///1/ . j/ • •// G SCClayey sands, sand clay mix ores. FINE GRAINED SOILS (More than 50% of materials SMALLER Ihan No. 200 slew sae) SILTS AND CLAYS (LiquidIknA LESS Man 50) ML Inorganic slits and very fine sands. rock flour silty or clayey fine sands or clayey silts with slight plasticity • / CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays of low Dlasticity. S. C \ ,, SILTS AND CLAYS (Lioud hrnitGREATER than 50) MH Inorganic sifts, micaceous or diatamaceous fine sandy or silty soils. elastic sits. ,;() CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS V Pt Peat and other highly organic soils. WW RMA Job N°: 97-069-01 BOUNDARY CLASSIFICATIONS: Soils possessing charactensbcs of two groups are desgnated by combinanons of group symbols. UNIFIED SOIL CLASSIFICATION SYSTEM Page A29 A GI '°'111 I. SOIL STRENGTH/DENSITY BASED ON STANDARD PENETRATION TESTS Compactness of sand GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Consistency of clay Penetration Resistance N Compactness Penetration Resistance N Consistency (blows/Ft) (blows/ft) 0-4 Very Loose <2 Very Soft 4-10 Loose 2-4 Soft 10-30 Medium Dense 4-8 Medium Stiff 30-50 Dense 8-15 Stiff >50 Very Dense 13-30 Very Stiff >30 Hard N = Number of blows of 140 Ib. weight falling 30 in. to drive 2-in OD sampler 1 ft. BASED ON RELATIVE COMPACTION Compactness of sand Consistency of clay Compaction Compactness % Compaction Consistency <75 Loose <80 Soft 75-83 Medium Dense 80-85 Medium Stiff 83-90 Dense 85-90 Stiff >90 Very Dense >90 Very Stiff II. SOIL MOISTURE Moisture of sands Moisture of clays Moisture Description % Moisture Description <5% Dry <12% Dry 5-12% Moist 12-20% Moist >12% Very Moist >20% Very Moist, wet SOIL DESCRIPTION LEGEND RMA Job N°: 97-069-01 Page A30 i Grou GEOTECHNICAL CONSULTANTS APPENDIX B LABORATORY TESTS RMA Group GEOTECHNICAL CONSULTANTS B-1.00 LABORATORY TESTS B-1.01 Particle Size Analysis Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Particle size analysis was performed on representative samples of the major soils types encountered in the test holes in accordance to the standard test methods of the American Society for Testing and Materials (ASTM D422). The hydrometer portion of the standard procedure was not performed and the material retained on the #200 screen was washed. B-1.02 Maximum Density Maximum density - optimum moisture relationships for the major soil types encountered during the field exploration were performed in the laboratory using the standard procedures of ASTM D1557. B-1.03 Expansion Tests Expansion index tests were performed on representative samples of the major soil types encountered by the test methods outlined in the Uniform Building Code Standard No. 29-2. B-1.04 Direct Shear Direct shear tests were performed on representative samples of the major soil types encountered in the test holes using the standard test method of ASTM D3080 (consolidated and drained). Tests were performed on remolded samples. Samples were tested at a relative compaction equal to the average in -situ density in order to stimulate field conditions. Shear test were performed on a direct shear machine of the strain controlled type. To simulate possible adverse field conditions, the samples were saturated prior to shearing. Several samples were sheared at varying normal loads and the results plotted to establish the angle of the internal friction and cohesion of the tested samples. B-1.05 Soluble Sulfates Tests were performed on representative samples encountered during the investigation using the HACH DR3 (Calcium Phosphate Extractable) procedures. RMA Job N°: 97-069-01 Page B 1 RAI- Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 B-1.06 Sand Equivalence Sand Equivalent tests were performed on representative samples of the major soil types encountered by the test methods of ASTM D2419. B-1.07 Moisture Determination Moisture content of the soil samples was performed in accordance to standard method for determination of water content of soil by drying oven, ASTM D2216. The mass of material remaining after oven drying is used as the mass of the solid particles. B-1.08 Test Results Test results for all laboratory tests performed on the subject project are presented in this appendix. RMA Job N°: 97-069-01 Page B2 A Group SAMPLE INFORMATION Sample Sample Number Description GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Sample Location Test Hole # Depth (Ft) 1 Grey brown silty sand 2 Grey silty sand w/ gravel 3 Tan silty fine sand w/ gravel 4 Grey brown gravelly sand w/ silt 5 Grey gravelly sand w/ silt 6 Brown silty sand with gravel 7 Light brown silty sand and sand with gravel and cobbles MAXIMUM DENSITY - OPTIMUM MOISTURE Test Method: ASTM D1557 Method A Sample Number Optimum Moisture (Percent) B-1 B-1 B-2 T-5 T-5 B-5 B-6 Maximum Density (Lbs./Cu. Ft.) 0-2 4-5 7-14 0-1 1-5 0-5 5-8 1 2 3 6 7 8.0 8.0 8.0 8.0 6.5 129.5 132.5 132.0 130.5 133.0 RMA Job N°: 97-069-01 Page B3 7a'MA GI'0U EXPANSION TEST Test Method: U.B.C. Standard No. 29-2 GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Molding Final Initial Moisture Moisture Dry Expan Expansive Sample Content Content Density sion Classifi Number (%) (%) (Pcf) Index cation 3 8.8 15.5 115.2 1 Very Low 4 8.4 15.4 116.8 0 Very Low SOLUBLE SULFATES Test Method: Hach DR3 (Calcium Phosphate Extractable) Sample Soluble Sulfate Recommended Number (ppm) Cement Type 6 18 I or II 7 18 IorII SAND EQUIVALENT Test Method: ASTM D2419 Sample Sand Number Equivalent 1 24 3 22 RMA Job N°: 97-069-01 Page B4 � 7RMA cross 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Particle Size Analysis JobScopeNo: 96-069-01 Sample Id: B-1 @0-2' GEOTECHNICAL CONSULTANTS ASTM D422 Lewis Homes Morningside Project, Tract 15709 Tested By: --- Fontana, CA Date Tested: 7/2/90 April 17, 1997 Fraction A: Dry Net Weight (Ibs): 27.3 Fraction B: Dry Net Weight (gms): 996.8 Fraction A: Fraction B: Net Retained Net Passing Screen Size Weight (Ibs) Weight (Ibs) % Passing 3" 1-1/2" 1" 3/4" 1/2" 3/8" #4 0 0.1 0.4 0.9 1.5 2.7 27.3 100 27.3 100 27.2 100 26.9 99 26.4 97 25.8 95 24.6 90 Net Retained Net Passing Screen Size Weight (gms) Weight (gms) % Passing #8 53.8 943.0 85 #16 110.3 886.5 80 #30 202.4 794.4 72 #50 357.6 639.2 58 #100 595.7 401.1 36 #200 743.2 253.6 23 10 0.1 Grain Size (In.) 100 90 80 70 60 rn .N 50 a 40 30 20 10 0 0.01 0.001 RMA Job N°: 97-069-01 Page B5 1 RMA GFOU Particle Size Analysis JobScopeNo: 96-069-01 Sample Id: B-1@4'-5' GEOTLCHNICAL CONSULTANTS ASTM D422 Lewis 1-lomes Morningside Project, Tract 15709 Tested By: --- Fontana, CA Date Tested: 7/2/90 April 17, 1997 Fraction A: Dry Net Weight (Ibs): 36.4 Fraction B: Dry Net Weight (gms): 947.5 Fraction A: Fraction B: Net Retained Net Passing Screen Size Weight (Ibs) Weight (Ibs) % Passing 3" 0 36.4 100 1-1/2" 0.2 36.2 99 1" 1.7 34.7 95 3/4" 3.4 33 91 1/2" 5.9 30.5 84 3/8" 7.9 28.5 78 #4 11.8 24.6 68 Net Retained Net Passing Screen Size Weight (gms) Weight (gms) % Passing #8 #16 #30 #50 #100 #200 115.7 209.3 311.8 436.4 596.8 716.8 831.8 738.2 635.7 511.1 350.7 230.7 59 53 45 36 25 16 100 90 80 70 60 rn c 1 50 is a- 40 30 20 10 10 -- —.. --- — -- -------. 0.1 Grain Size . - (In.) — — — 0.01 ------ — 0.001 0 RMA Job N°: 97-069-01 Page B6 Particle Size Analysis JobScopeNo: 96-069-01 Sample Id: B-2@7'-14' GLOTECHNICAL CONSULTANTS ASTM D422 Lewis I-Iomes Morningside Project, Tract 15709 Tested By: --- Fontana, CA Date Tested: 6/29/90 April 17, 1997 Fraction A: Dry Net Weight (Ibs): 29.5 Fraction B: Dry Net Weight (gms): 996.4 Fraction A: Net Retained Net Passing Screen Size Weight (Ibs) Weight (Ibs) % Passing 3" 0 29.5 100 1-1 /2" 0 29.5 100 1" 0.6 28.9 98 3/4" 1.8 27.7 94 1/2" 2.7 26.8 91 3/8" 3.5 26 88 #4 5.1 24.4 83 Net Retained Net Passing Screen Size Weight (gms) Weight (gms) % Passing Fraction B: #8 53.3 943.1 78 #16 105.5 890.9 74 #30 175.4 821.0 68 #50 300.6 695.8 58 #100 527.4 469.0 39 #200 690.8 305.6 25 10 0.1 Grain Size (in.) 100 90 80 70 40 30 20 10 0 0.01 0.001 RMA Job N°: 97-069-01 Page B7 1 RMA GFOU GEOTECHNICAL CONSULTANTS Particle Size Analysis JobScopeNo: 96-069-01 Sample Id: T-5@0-1' ASTM D422 Lewis Homes Morningside Project, Tract 15709 Tested By: --- Fontana, CA Date Tested: 7/2/90 April 17, 1997 Fraction A: Dry Net Weight (Ibs): 28.8 Fraction B: Dry Net Weight (gms): 1001.7 Fraction A: Net Retained Net Passing Screen Size Weight (Ibs) Weight (Ibs) % Passing 3" 0 28.8 100 1-1/2" 0.8 28 97 1" 2.3 26.5 92 3/4" 3.2 25.6 89 1 /2" 4.4 24.4 85 3/8" 5.3 23.5 82 #4 7.2 21.6 75 Net Retained Net Passing Screen Size Weight (gms) Weight (gms) % Passing Fraction B: #8 #16 #30 #50 #100 #200 76.8 176.8 354.2 585.5 767.9 875.8 924.9 824.9 647.5 416.2 233.8 125.9 69 62 48 31 18 9 100 90 80 70 1111.1111huh 60 : a. 40 I I 1h� 111111 30 lor 20 - — --- 10 0 Grain Size 1 (In.) 0.01 0.001 RMA Job N°: 97-069-01 Page B8 RMA Group GEOTECHNICAL CONSULTANTS ASTM D422 Lewis Homes Morningside Project, Tract 15709 JobScopeNo: 96-069-01 Tested By: --- Fontana, CA Sample Id: T-5@1'-5' Date Tested: 6/29/90 April 17, 1997 Particle Size Analysis Fraction A: Dry Net Weight (Ibs): 25.1 Fraction B: Dry Net Weight (gms): 971.6 Fraction A: Net Retained Net Passing Screen Size Weight (Ibs) Weight (Ibs) % Passing 3" 0 25.1 100 1-1/2 0.1 25 100 1" 3.5 21.6 86 3/4" 5 20.1 80 1/2" 7.2 17.9 71 3/8" 8.7 16.4 65 #4 11.6 13.5 54 Net Retained Net Passing Screen Size Weight (gms) Weight (gms) % Passing Fraction B: #8 136.8 834.8 46 #16 258.9 712.7 39 #30 402.9 568.7 31 #50 559.2 412.4 23 #100 701.6 270.0 15 #200 795.6 176.0 10 10 01 Grain Size (In.) 100 90 80 70 60 En N 50 p a e 40 30 20 10 0 0 01 0 001 RMA Job N°: 97-069-01 Page B9 GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST ASTM D3080 Sample ID: B-5 n 0-5' Sample No.: 5 Maximum Density (pcf) = 130.5 Optimum Moisture (%) = 8.0 Average Density (pcf) = 119.0 Initial Moisture Content (%) = 8.0 Final Moisture Content (%) = 14.1 Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Normal Pressure Dial Reading Shear Resistance 260 0.0038 400 1040 0.0097 1021 2080 0.0176 1853 Cohesion (psf) = 192 (I:, (degrees) = 39 2000 1800 1600 1400 1200 N 1000 N c1u 800 N 600 400 200 0 0 ,o y = 0.7982x + 191.89 O 500 1000 1500 Normal Stress (psf) 2000 2500 RMA Job N°: 97-069-01 Page B 10 RMA GrOup DIRECT SHEAR TEST ASTM D3080 Sample ID: B-6 @), 5'-8' Sample No.: 6 GEOTECHNICAL CONSULTANTS Maximum Density (pcl) = 133.0 Optimum Moisture (%) = 6.5 Average Density (pci) = 121.4 Initial Moisture Content (%) = 6.5 Final Moisture Content (%) = 15.2 Normal Pressure 260 1040 2080 Dial Reading 0.0032 0.0091 0.0155 Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Shear Resistance 337 958 1632 Cohesion (psi) = 178 I (degrees) = 35 1800 1600 1400 1200 y 1000 N U) N toto 800 600 400 200 0 0 ,o y = 0.708x + 177.81 0 • 6 500 1000 1500 Normal Stress (psf) 2000 2500 RMA Job N°: 97-069-01 Page B 11 RN Group GEOTECHNICAL CONSULTANTS APPENDIX C GENERAL EARTHWORK AND GRADING RECOMMENDATIONS GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS C-1.00 GENERAL DESCRIPTION C-1.01 Introduction These specifications present our general recommendations for earthwork and grading as shown on the approved grading plans for the subject project. These specifications shall cover all clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, spreading, compaction and control of the fill, and all subsidiary work necessary to complete the grading of the filled areas to conform with the lines, grades and slopes as shown on the approved plans. The recommendations contained in the geotechnical report of which these general specifications are a part of shall supersede the provisions contained hereinafter in case of conflict. C-1.02 Laboratory Standard The laboratory standard used to establish the maximum density and optimum moisture shall be ASTM D1557. Method D shall be used if the amount of material passing the 3/4 inch size exceeds 10% by weight; otherwise, method C shall be used. The in -situ density of earth materials (field compaction tests) shall be determined by the sand cone method, ASTM D1556 or other test method as considered appropriate by the geotechnical consultant. Relative compaction is defined, for purposes of these specifications, as the ratio of the in -place density to the maximum density as determined in the previously mentioned laboratory standard. C-2.00 CLEARING C-2.01 Surface Clearing All structures marked for removal, timber, logs, trees, brush and other rubbish shall be removed and disposed of off the site. Any trees to be removed shall be pulled in such a manner so as to remove as much of the root system as possible. RMA Job N°: 97-069-01 Page Cl Na RMA Group GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 C-2.02 Sub -Surface Removals A thorough search should be made for possible underground storage tanks and/or septic tanks and cesspools. If found, tanks should be removed and cesspools pumped dry. Any concrete irrigation lines shall be crushed in place and all metal underground lines shall be removed from the site. C-2.03 Backfill of Cavities All cavities created or exposed during clearing and grubbing operations or by previous use of the site shall be cleared of deleterious material and backfilled with native soils or other materials approved by the soil engineer. Said backfill shall be compacted to a minimum of 90% relative compaction. C-3.00 ORIGINAL GROUND PREPARATION C-3.01 Stripping of Vegetation After the site has been properly cleared, all vegetation and topsoil containing the root systems of former vegetation shall be stripped from areas to be graded. Materials removed in this stripping process may be used as fill in areas designated by the soils engineer, provided the vegetation is mixed with a sufficient amount of soil to assure that no appreciable settlement or other detriment will occur due to decaying of the organic matter. Soil materials containing more than 3% organics shall not be used as structural fill. C-3.02 Removals of Non -Engineered Fills Any non -engineered fills encountered during grading shall be completely removed and the underlying ground shall be prepared in accordance to the recommendations for original ground preparation contained in this section. After cleansing of any organic matter the fill material may be used for engineered fill. RMA Job N°: 97-069-01 Page C2 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 RMA GI'011 C-3.03 Overexcavation of Fill Areas GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 The existing ground in all areas determined to be satisfactory for the support of fills shall be scarified to a minimum depth of 6 inches. Scarification shall continue until the soils are broken down and free from lumps or clods and until the scarified zone is uniform. The moisture content of the scarified zone shall be adjusted to within 2% of optimum moisture. The scarified zone shall then be uniformly compacted to 90% relative compaction. Where fill material is to be placed on ground with slopes steeper than 5 (horizontal) to 1 (vertical) the sloping ground shall be benched. The lowermost bench shall be a minimum of 15 feet wide, shall be a minimum of 2 feet deep, shall expose firm material as determined by the geotechnical consultant. Other benches shall be excavated to firm material as determined by the geotechnical consultant and shall have a minimum width of 4 feet. Existing ground that is determined to be unsatisfactory for the support of fills shall be overexcavated in accordance to the recommendations contained in the geotechnical report of which these general specifications are a part. C-4.0O FILL MATERIALS C-4.01 General Materials for the fill shall be free from vegetable matter and other deleterious substances, shall not contain rocks or lumps of a greater dimension than is recommended by the geotechnical consultant, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion, or strength properties shall be placed in areas designated by the geotechnical consultant or shall be mixed with other soils providing satisfactory fill material. C-4.02 Oversize Material Oversize material, rock or other irreducible material with a maximum dimension greater than 12 inches, shall not be placed in fills, unless the location, materials, and disposal methods are specifically approved by the geotechnical consultant. Oversize material shall be placed in such a manner that nesting of oversize material does not occur and in such a manner that the oversize material is completely surrounded by fill material compacted to a minimum of 90% relative compaction. Oversize material shall not be placed within 10 feet of finished grade without the approval of the geotechnical consultant. RMA Job N°: 97-069-01 Page C3 RMA Group C-4.03 Import GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Material imported to the site shall conform to the requirements of section 4.01 of these specifications. Potential import material shall be approved by the geotechnical consultant prior to importation to the subject site. C-5.0O PLACING AND SPREADING OF FILL C-5.O1 Fill Lifts The selected fill material shall be placed in nearly horizontal layers which when compacted will not exceed approximately 6 inches in thickness. Thicker lifts may be placed if testing indicates the compaction procedures are such that the required compaction is being achieved and the geotechnical consultant approves their use. Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer. C-5.02 Fill Moisture When the moisture content of the fill material is below that recommended by the soils engineer, water shall then be added until he moisture content is as specified to assure thorough bonding during the compacting process. When the moisture content of the fill material is above that recommended by the soils engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified. C-5.03 Fill Compaction After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than 90% relative compaction. Compaction shall be by sheepsfoot rollers, multiple -wheel pneumatic tired rollers, or other types approved by the soils engineer. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. RMA Job N°: 97-069-01 Page C4 RIVIA Group C-5.04 Fill Slopes GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting of the slopes may be done progressively in increments of 3 to 4 feet in fill height. At the completion of grading the slope face shall be compacted to a minimum of 90% relative compaction. This may require track rolling or rolling with a grid roller attached to a tractor mounted side -boom. Slopes may be over filled and cut back in such a manner that the exposed slope faces are compacted to a minimum of 90% relative compaction. The fill operation shall be continued in six inch (6") compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. C-5.05 Compaction Testing Field density tests shall be made by the geotechnical consultant of the compaction of each layer of fill. Density tests shall be made at locations selected by the geotechnical consultant. Frequency of field density tests shall be not less than one test for each 2.0 feet of fill height and at least every one thousand cubic yards of fill. Where fill slopes exceed four feet in height their finished faces shall be tested at a frequency of one test for each 1000 square feet of slope face. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density reading shall be taken in the compacted material below the disturbed surface. When these readings indicate that the density of any layer of fill or portion thereof is below the required density, the particular layer or portion shall be reworked until the required density has been obtained. C-6.00 SUBDRAINS C-6.01 Subdrain Material Subdrains shall be constructed of a minimum 4-inch diameter pipe encased in a suitable filter material. The subdrain pipe shall be Schedule 40 Acrylonitrile Butadiene Styrene (ABS) or Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved equivalent. Subdrain pipe shall be installed with perforations down. Filter material shall consist of 3/4" to 1 1/2" clean gravel wrapped in an envelope of filter fabric consisting of Mirafi 140N or approved equivalent. RMA Job N°: 97-069-01 Page C5 I R Group C-6.02 Subdrain Installation GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 Subdrain systems, if required, shall be installed in approved ground to conform the approximate alignment and details shown on the plans or herein. The subdrain locations shall not be changed or modified without the approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in the subdrain line, grade or material upon approval by the design civil engineer and the appropriate governmental agencies. C-7.00 EXCAVATIONS C-7.01 General Excavations and cut slopes shall be examined by the geotechnical consultant. If determined necessary by the geotechnical consultant, further excavation or overexcavation and refilling of overexcavated areas shall be performed, and/or remedial grading of cut slopes shall be performed. C-7.02 Fill -Over -Cut Slopes Where fill -over -cut slopes are to be graded the cut portion of the slope shall be made and approved by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. C-8.0O TRENCH BACKFILL C-8.01 General Trench backfill within street right of ways shall be compacted to 90% relative compaction as determined by the ASTM D1557 test method. Backfill may be jetted as a means of initial compaction, however, mechanical compaction will be required to obtain the required percentage of relative compaction. If trenches are jetted, there must be a suitable delay for drainage of excess water before mechanical compaction is applied. RMA Job N°: 97-069-01 Page C6 RMA Group GEOTECHNICAL CONSULTANTS C-9.0O SEASONAL LIMITS C-9.01 General Lewis Homes Momingside Project, Tract 15709 Fontana, CA April 17, 1997 No fill material shall be placed, spread or rolled while it is frozen or thawing or during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations shall not be resumed until field tests by the soils engineer indicate that the moisture content and density of the fill are as previously specified. C-10.00 SUPERVISION C-10.01 Prior to Grading The site shall be observed by the geotechnical consultant upon completion of clearing and grubbing, prior to the preparation of any original ground for preparation of fill. The supervisor of the grading contractor and the field representative of the geotechnical consultant shall have a meeting and discuss the geotechnical aspects of the earthwork prior to commencement of grading. C-10.02 During Grading Site preparation of all areas to receive fill shall be tested and approved by the geotechnical consultant prior to the placement of any fill. The geotechnical consultant or his representative shall observe the fill and compacting operations so that he can provide an opinion regarding the conformance of the work to the recommendations contained in this report. RMA Job N°: 97-069-01 Page C7 RMA Group APPENDIX D REFERENCES GEOTECHNICAL CONSULTANTS RASA Greif REFERENCES GEOTECHNICAL CONSULTANTS Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 1. California Division of Mines and Geology, 1995, Earthquake Fault Zone Map, Devore Quadrangle, Effective Date June 1, 1995. 2. Carson, S.E. and Matti, J.C., 1985, Contour Map Showing Minimum Depth to Ground Water, Upper Santa Ana River Valley, California, 1973-1979: U.S. Geological Survey Map MF - 1802. 3. Federal Emergency Management Agency, 1984, 100-year Flood Zones presented in 1984 Thomas Guide Map of San Bernardino County, California. 4. Fife, D.L. and others, 1976, Geologic Hazards in Southwestern San Bernardino County, California: California Division of Mines and Geology Special Report 113. 5. Hart, E.W., 1994, Fault -rupture Hazard Zones in California: California Department of Conservation, Division of Mines and Geology Special Publication 42. 6. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas: California Department of Conservation, Division of Mines and Geology, Geologic Data Map No. 6. 7, Ploessel, M.R. and Slosson, J.E., 1974, Repeatable High Ground Accelerations from Earthquakes: California Geology, September 1974. 8. San Bernardino County Planning Department, 1974, Seismic and Public Safety Element. 9. Ziony, J.I., 1985, Evaluating Earthquake Hazards in the Los Angeles Region: U.S. Geological Survey Professional Paper 1360. RMA Job N°: 97-069-01 Page DI • I7'RMA Group GEOTECHNICAL CONSULTANTS 1 L Lewis Homes Morningside Project, Tract 15709 Fontana, CA April 17, 1997 AERIAL PHOTOGRAPHS UTILIZED The following aerial photographs were examined: Source Flight Date Flight No. Photograph No. 1 8-29-90 1852 170, 171 1 9-6-90 1854 78, 79 2 10-13-86 -- H23 Sources: 1. - U. S. Geological Survey EROS Data Center. 2. - Rupp Aerial Photography of Orange, CA. RMA Job N°: 97-069-01 Page D2 TR No. 15 709 Hydrology & Hydraulics Report Description Page I. Location Map 3 II. Drainage discussion 4-5 III. On site Mainline Hydrology Calculation 1. Q10 6-23 2. Q100 24-41 IV. Catchbasin Hydrology Calculation 1. Q10 42-57 2. Q100 58-73 V. Interim Offsite Hydrology Calculation 1. Q10 74-82 2. Q100 83-91 VI. Hydraulic Calculation 1. Street Capacity 92-119 2. Catchbasin a. CB# 1 120 b.CB#2 121 c. CB# 3 122-123 d. CB# 4 124-125 e. CB# 5 126 f. CB# 6 127 g. CB# 7 128-129 h. CB# 8 Blank i. CB# 9 130 j. CB# 10 131-132 k. CB# 10A Blank 1. CB# 11 131-132 m. CB# 12 133-134 n. CB# 13 133-134 o. Sump CB Chart 135 3. Sketch showing "Q" inside SD pipe & Design "Q" 136-139 4. Storm Drain a. Line "A" 140-149 b. Line "B" 150-156 c. Lateral "1" 157-163 d. Lateral "2" 164-167 e. Lateral "3" 168-171 f. Lateral "4" 172-176 g. Lateral "5" 177-180 h. Lateral "6" 181-185 i. Lateral "7" Blank j. Lateral "8" Blank k. Lateral "9" 185-188 1. Lateral "10" 189-192 m. Lateral "10A" 193-196 n. Lateral "11" 197-201 o. Lateral "13 202-206 p. Berm & Ditch Along NBdry of Phase 1 207-214 VII. Reference Map 1. Soil Type Map 215 2. Rainfall Map 216-217 VIII. Pocket Insert 1. Plate 1 - On site Mainline Hydrology Map 2. Plate 2 - Catchbasin Hydrology Map 3. Plate 3 - Hydrology Map showing "Q" inside pipe and Surface "Q" 4. Plate 4 - Offsite Hydrology Map 5. Plate 5 - Berm Along North Phase 1 Boundary Date Madole and Associates,Inc., of the Inland Empire Consulting Engineers and Planners 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909)948- 8464 [File: \wp61\15709] JN 126-1050 6/17/97 Discussion: Tr 15709 is a single family development project ofLewis Homes. It is located at the northeast corner of Baseline Ave and Cherry Ave. Tract Boundary limits are: South Baseline Ave., North- Walnut Ave., East- San Sevaine Ave and West- Cherry Ave. Natural drainage runs on Northeast/ Southwest direction. Baseline Ave. as it presently exist captures drainage north of the centerline with an earthen ditch that runs parallel to and south of the northerly Right of Way. Baseline Ave. per the City of Fontana Master Plan of Drainage will ultimately replace the earthen ditch with a box culvert capable of conveying Om storm frequency. Timing of actual box culvert construction is within a 3 year time period per city staff estimate. The following process were performed to addressed drainage issues, for the initial submittal of this project for review by the city staff or city's designated plan checker. 1. A mainline hydrology calculation of Q10 and Q1 storm frequency for the whole area when fully developed Refer to PLATE No. 1. The northerly tributary area limit is Walnut Ave. and the easterly limit is San Sevaine Ave. It is assumed some drainage facility will be along Walnut Ave to intercept the northerly drainage tributary area runoff between Cherry Ave. and San Sevaine Ave. The runoff generated by this procedure will be the basis for the onsite storm drain design. 2. A catchbasin hydrology calculation of Q,o and Om storm frequency for the whole area when fully developed Refer to PLATE No. 2. Drainage area tributary limits is the same as item no. I. Catchbasin opening are designed for initial time of concentration. The adjusted "Qs" for catchbasin intercepted runoff are found on pages /34 to /3 9 . The significance of showing the adjusted "Qs" are: a. The adjusted "Q'' is the corrected "Q" value that can be added directly to the mainline design Q while, b. The initial time "Q" or peak "Q" is the design Q for the hydraulic analysis of catchbasin lateral and catchbasin opening size as mentioned earlier. 3. A hydrology calculation of Qlo and Q1 storm frequency from the proposed temporary earthen berm located at the north boundary ofPhase 1 development to the Highland Ave, the accepted northerly drainage limit by the city staff Likewise, the westerly and easterly drainage limit is Cherry Ave. and San Sevaine Ave., respectively. Refer to PLATE No. 4. The runoff generated by this procedure is the basis for the design of height plus freeboard required for the proposed earthen berm to protect Phase I , from the northerly drainage tributary area. Future Pad Elevations of lots along this boundary will be the height of this proposed earthen berm. At the toe of this berm will be the interim ditch carrying runoff in the direction from San Sevaine to Cherry Ave. Refer to PLATE No. 5. 4. Storm Drain line located at "C" Street will have a Manhole as a stub out at the temporary end of the storm drain. This will act as a standpipe drainage collector at this stage and then as a permanent maintenance manhole upon continuation of this storm drain, upstream in the future. 5. Storm Drain line and catchbasins located at "W" Street and then to the drainage easement between lots 41 and 42 will be designed for 2 tunes Goo for safety factor in lieu of constructing a secondary outlet at the drainage easement. 6. Design Criteria: a. Q10 < Tc b. Q100 < R/w c. Depth x Velocity < 6 7. PLATE 3 Hydrology Map shows runoff "Q" inside the pipe and Street surface "Q". Also shown is the Street Capacity @ TC Elevation and @ R/W Elevation, as proof of satisfying, item no. 6 criteria. Any comments or corrections should be made on this PLATE, because pipe and surface "Q" are distinctly delineated here. While no doubt the hydrology calculation establishes the runoff "Q ", itsmisleading to interpret its results as an analysis for comparison to item no. 6 criteria, for the simple reason it does not take into account Catchbasin interception at nodes where catchbasin are proposed x*xxxx*xxxxxxxxxxxxxxxxx*xxxxxxx*******xx*xxx*xxxxxxxxxxx*xxxxxxxxxxx**xx**x RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY *************t***********x * TR 15709 * * Q10 HYDROLOGY * * JN 126-1050 * ******xxxxxx**********************************x*x*****x*************x***** FILE NAME: P15709.010 TIME/DATE OF STUDY: 14:13 5/19/1997 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 _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* xxxxxxxxxxxxxxx*x**x*xxxxx*xxxx*xxx*xxxxxx********x*xxxxxx*****xx*x*xxxxxxxx FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.380 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.24 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.24 xx*xxxxxxxxxxxxxxx*xxx*xxxxxxx*xx*xxxx**xxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 STREET FLOW )))))(STREET TABLE SECTTRAVEL TIME ION1 USED)((((( )(((( SUBAREA((((( UPSTREAM ELEVATION(FEET) = 1352.80 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STRFFT HAIFUTnTH(FFFTI = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .. .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.07 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY = 1.02 x********************************x*****x***x***********************x******** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 • TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 11.12 *x**********x******xxx*********x********************x**x*****x**xx****x*x*x* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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. - 16.00 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp INCH/HR = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.12 xxxx**x***x**xxxx***x**x***************x*x**xx***x*****x****x*x*xx*****xx**x FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( )>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.172 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.196 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 16.17 cnQeoce Aucoerc ocoutnnc Incc OATF Fn(TNPw/W = CIO SUBAREA RUNOFF(CFS) =V�v 3.33 y TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 3.33 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 10.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = .67 * STREET FLOW TRAVEL TI ME(MIN.) = Tc(MIN.)1.881 20.93 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA(ACRES) = 5.10 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 5.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH#VELOCITY = .73 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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. = 20.93 RAINFALL INTENSITY(INCH/HR = 1.88 AREA -AVERAGED Fm INCH/HR = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM PEAK FLOWRATE(CFSAREA(ACRES) )ATC5.10 CONFLUENCE 5.95 ** CONFLUENCE DATA ** NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap (ACRES) SOURCEAe NODE 1 11.12 16.00 2.210 .98( .59) .60 7.60 1.00 2 5.95 20.93 1.881 9811 .59) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap (ACRES) SOURCE Ae NODE 1 16.8 16.00 2.210 .975( .585) .60 11.5 1.00 2 14.8 20.93 1.881 .975( .585) .60 12.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.82 Tc(MIN.) = 15.996 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. FLOW PROCESS FROM NODE . 20.00 TO NODE 25.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1348.50 DOWNSTREAM ELEVATION(FEET) = 1339.50 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .92 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 19.33 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.973 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.37 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) = 18.74 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 16.26 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY = 1.49 xxxxxx************************************xxxxxxxx*xxxxxx*xxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 19.33 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.973 SUBAREA LOSS RATE DATA(AMC II): DEVECS LOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)S CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.80 PEAK FLOW RATE(CFS) = 20.74 xx***xx**xx**x****xxxx**xx***xx*****x*x**x*x**x*xx*xxxxxx*x*xxx*xx**xxxxx*xx FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(ECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 18.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY = 1.48 ;T2FFT ^,y TP VF: TTMF(MTN 1 = R? Tc(MTN_! _ SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) _ .60 EFFECTIVE AREA(ACRES) = 17.10 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 20.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.98 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:.. TIME OF CONCENTRATION(MIN.) = 20.16 RAINFALL INTENSITY(INCH/HR) = 1.92 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 17.10 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.74 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 15.737 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.232 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.) RESIDENTIAL 3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.15 FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(F ET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 10.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = .93 * STREET FLOW TRAVEL TI ME(MIN.) = Tc(MIN.)1.944 19.81 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS I AU 1 i'S= rR=I'P ( A!'27; ) ( T?U'H/H2 ) ' "FC'MAI ."V '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 RESIDENTIAL 3-4 DWELLINGS/ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.51 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 8.93 END OF SUBAREA STREET FLOW HYDRAULICS: • DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY = 1.06 FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 22.84 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 9.60 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .92 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 10.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.91 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY = 1.02 :#x*:**x*txtxt:x*tt*ttttt*ttt*::ttzt****tt**t*x**tztts#***zt:*::*t****xx::** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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. = 22.84 RAINFALL INTENSITY(INCH/HR = 1.79 AREA -AVERAGED Fm INCH/HR = .55 AREA -AVERAGED Fp(INCH/HR) _ .92 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.65 ** CONFLUENCE DATA ** STREAM Tc Intensity FFm) Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap (ACRES) SNODEE 1 20.74 20.16 1.924 97 58 .60 17.10 1.00 1 18.14 25.22 1.682 .97 .58 .60 18.30 2.00 2 10.65 22.84 1.785 .92 .55 .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap (ACRES) SNODEE 1 31.2 20.16 1.924 .957( .574 .60 25.6 1.00 2 27.9 25.22 1.682 .956 .574 .60 27.9 2.00 3 . 30.0 22.84 1.785 .956 .574 .60 27.3 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.20 Tc(MIN.) = 20.157 EFFECTIVE AREA(ACRES) = 25.57 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 27.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 35.00 = 2395.00 FEET. x******tz:**x*****z****x*****x*tzx*xt*******xx:******:xt:#x***:xtx***$*tt*x* FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6.3 STREET FLOW TRAVELTIME )))))(STREET TABLESECTION1 USED)(((((SUBAREA((((( UPSTREAM ELEVATION(FEET) = 1338.00 DOWNSTREAM ELEVATION(FEET) = 1334.20 STREET STREET HALFWIDTH(FEET) =227.00 74.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .91 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 20.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 21.31 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM. RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 26.57 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) = .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 31.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 19.80 FLOW VELOCITY(FEET/SEC.) = 3.94 DEPTHXVELOCITY = 1.99 •:**x*t:xtc***$$*tt:***t**xxtx:***x*t**t*txt*:*:tt#*xx*ss:xx:tt::s:x*:*** mx FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 )))>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.31 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.79 EFFECTIVE AREA(ACRES) = 29.87 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) = 34.55 *x***t**t:**t***********xx**x$t*:***tsx**z*x:::xxx*txt*::*:**xtxx:t*:*z:xxxt FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 STREET LENGTH(FEET) = 272.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWTOTH(FEET) 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .79 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY = 2.38 * STREET FLOW TRAVEL TI ME(MIN.) = Tc(MIN.)1.814 22 23 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT AREA ANDUSETYPE/ SCSSOIL (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.22 EFFECTIVE AREA(ACRES) = 30.97 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 33.30 PEAK FLOW RATE(CFS) = 34.55 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.52 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( *10YEAR AIINE cRAINFALL INTENSITY(INCH/HR) = 1.814 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.65 EFFECTIVE AREA(ACRES) = 34.27 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 36.60 PEAK FLOW RATE(CFS) = 38.17 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET STREET HALFWIDTH(FEET)=127.00 00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .77 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.23 PRODUCT OF DEPTH&VELOCITY = 2.56 STREET FLOW TRAVEL TIME(MIN.) = .56 Tc(MIN.) = 22.79 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.788 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/MR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SHAW7 A AUFRA ^ :FRUTAHA AREA=RACTTA'1 An = AA EFFECTIVE AREA(ACRES) = 34.97 AREA -AVERAGED Fp(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 37.30 PEAK FLOW RATE(CFS) = 38.17 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.84 FLOW VELOCITY(FEET/SEC.) = 5.22 DEPTH*VELOCITY = 2.55 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( *10YEAR AIINE cRAINFALL INTENSITY(INCH/HR) = 1.788 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS),= 4.11 EFFECTIVE AREA(ACRES) = 38.77 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) = 42.21 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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.) = 22.79 RAINFALL INTENSITY(INCH/HR) = 1.79 AREA -AVERAGED Fm INCH/HR = .58 AREA -AVERAGED Fp(INCH/HR)(= .96 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 38.77 TOTAL STREAM AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.21 FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.007 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.626 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.30 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 735.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 '!.X''?::!! A! ! f:::47!: STRR. , r! MI f!FPTH( T ! = Qd **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.74 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH#VELOCITY = 1.04 ###############################################I############################ FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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.) 16.69 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm INCH/HR = .55 AREA -AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.21 22.79 1.788 .96 .58 .60 38.77 1.00 1 37.17 27.93 1.582 .96 .58 .60 41.10 2.00 1 39.90 25.50 1.671 .96 .58 .60 40.53 3.00 2 4.91 16.69 2.155 .91 .55 .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ## PEAK FLOW RATE TABLE ## STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 46.0 22.79 1.788 .959( .576 .60 42.2 1.00 2 43.3 25.50 1.671 .958 .575 .60 43.9 3.00 3 40.3 27.93 1.582 .959 .575 .60 44.5 2.00 4 45.2 16.69 2.155 .958 .575 .60 31.8 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 46.00 Tc(MIN.) = 22.789 EFFECTIVE AREA(ACRES) = 42.17 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.50 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 55.00 = 3116.00 FEET. x#######t################################################################### FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DOWNSTREAM ELEVATION(FEET) = 1321.80 STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIXAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 • v ry •i . ry r .•v v ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 35.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 24.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.694 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PPERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .40 EFFECTIVE AREA(ACRES) = 42.57 AREA -AVERAGED Fp(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.90 PEAK FLOW RATE(CFS) = 46.00 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 35.33 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY = 1.69 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = 1322.20 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.399 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.354 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1322.20 DOWNSTREAM ELEVATION(FEET) = 1318.90 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY = .64 S*1R10TYEARWTRAVEL RAINFALLTINTENSITY(INCH/HR) = Tc(MIN.)2.112 17.26 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.67 DEPTH(FEET) = .31 HALFSTREET FLOOD hIDTH(FEET) = 9.93 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY = .66 *x*************x*******x******x**x*******xx*************x*x*x*************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 17.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.112 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 8.93 *******x************x**********x****x****x********x************************* FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 5.15 *********xxx*******xxxxx*****xxxxx*x*x*xxxxx********x*x*xxxxx*****x**x*x**x* FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.80 STREET LENGTH(FEET) = - 273.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDEE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .89 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTN(FEET) = 9.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY = . .84 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 16.68 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .70 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' 3 .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.60 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 6.37 DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = .87 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.68 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.91 FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 I5 CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 CUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 15.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 19.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 • SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED F (INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY = .80 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 19.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4.DWELLINGS/ACRE' A 1.30 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE' B .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 9.00 AREA -AVERAGED Fm(INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) = .87 AREA -AVERAGED Ap = .60 TOTAL Atir!i�S A_: - 7.0C PEAK FLOW RAfC; CFSr = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 1.09 * STREET FLOW TRAVEL TI ME(MIN.) = Tc(MIN.)1.88620.83 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.85 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY = 1.08 i*******#**t**************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))>)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.83 RAINFALL INTENSITY(INCH/HR) = 1.89 AREA -AVERAGED Fm(INCH/HR) = .53 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .60 EFFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.24 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.717 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.079 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ • SOS SOIL AREA Fp Ap SCS Tc LAND USE • GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.70 .98 .60 32 17.72 RESIDENTIAL '3-4 DWELLINGS/ACRE' B 1.30 .75 .60 56 17.72 SU3AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 6.88 #***x*4*****************************$*************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.14 S*TR10TYEARWTRAVEL RAINFALLTINTENSITY(INCH/HR) = Tc(MIN.)1.939 19.91 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT DUSETYPE/ SCS GROUPIL AREA (ACRES) (INCH/HR) (DECIMAL) Ap SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap.= .60 SUBAREA AREA(ACRES) = 3.10 • SUBAREA RUNOFF(CFS) = 4.16 crrci,IVE AREA(ACRES) = 8.10 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 10.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOG VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY = 1.23 FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 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.) = 19.91 RAINFALL INTENSITY(INCH/HR) = 1.94 AREA -AVERAGED Fm( INCH/HR = .51 AREA -AVERAGED Fp(INCH/HR)= .85 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.24 20.83 1.886 .88( .53) .60 10.00 6.00 2 10.41 19.91 1.939 .85( .51) .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 22.3 20.83 1.886 .866( .520) .60 18.1 6.00 2 22.6 19.91 1.939 .866( .519) .60 17.7 6.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.55 Tc(MIN.) = 19.907 EFFECTIVE AREA(ACRES) = 17.66 AREA -AVERAGED Fp(INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) = .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 ^.M;:r7 2E.7 ?EAU 'v .-.Y:! c!9.4,?"A; :. UPSTREAM ELEVATION(FEET) = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.60 STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 • MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 21.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .60 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 18.76 AREA -AVERAGED Fp(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 22.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 17.04 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY = 1.71 Itl*x*“*I****** i#$t##$####*##**###*###1###tt###*#t####it#####Y#t##*2##*## FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 )))))ADOITION CF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.17 * IC YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 D ELLINGS/ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 22.96 AREA -AVERAGED F;(iNCH/HR) _ .53 AREA -AVERAGED Fp`INCH/HR) = .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES') = 23.40 PEAK FLOW RATE(CFS) = 27.62 *I***** ******** t****************tx********************* t************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.60 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 268.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .85 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLW TRAVEL TIME(MIN.) - 1.05 TMTN,/ - 22.22 # 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.815 s oh^ LAND US GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.44 EFFECTIVE AREA('ACRES) = 24.26 AREA -AVERAGED Fp(INCH/HR) = .53. AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) = 27.95 END OF SUBAREA STREET FLOW HYDRAULICS: • DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 17.90 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY = 1.98 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 22.22 RAINFALL INTENSITY(INCH/HR) = 1.81 AREA -AVERAGED Fp(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 24.26 TOTAL STREAM AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.95 *#**#*******##4*#**#*##*#***#*#**#*######**#*#*##*########*#**###*#*##u#:## FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.238 * 10 YEAR RAINFALL INTENSITY(INCH/HR((= 2.596 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM (M:N ,....,., RESIDENTIAL '3-4 D:,;ELLINGS/ACRE' B 1.00 - .75 .60 56 :2.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.93 FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 • )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE. STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY = .76 STREET FLOW TRAVEL TIME(MIN.) = 5.72 Tc(MIN.) = 17.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL "3-4 DWELLINGS/ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = • .98 -=.. ,:v-,. .., =RT=7, A2 4. FRAM, :',N. 1: _ _a:" EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fn(INCH/HR) = .56 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 8.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY = .95 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) - 17.96 RAINFALL INTENSITY(INCH/HR) = 2.06 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.50 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.49 23.15 1.771 89' 53 .60 24.70 6.00 1 27.95 22.22 1.815 • 89( .53 .60 24.26 6.00 2 8.50 17.96 2.062 .94( .56 .60 6.30 4.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE (CFS) (MIN.) (INCH/HR))(INCH/HR) (ACRES) NODE 1 35.0 22.22 1.815 .901( .540' .60 30.6 6.00 2 34.3 23.15 1.771 .900 .540� .60 31.0 6.00 3 35.5 17.96 2.062 .902( .541 .60 25.9 4.50 COMPUTED CONFLUENCEwESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.45 Tc(MIN.) = 17.962 EFFECTIVE AREA; ACRES) = 25.91 AREA -AVERAGED Fm(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 31.00 LONGEST FLCWPAT'-IFROM NODE 6.00 TO .NODE 105.00 = 2220.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = •31.00 TC(MIN.) = 17.96 EFFECTIVE AREA(ACRES) = 25.91 AREA -AVERAGED Fm(INCH/HR)= .54 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 35.45 ** PEAK FLOW RATE TABLE ** STREAM Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.5 17.96 2.062 .902( .541 .60 25.9 4.50 2 35.0 22.22 1.815 .901( .540 .60 30.6 6.00 3 34.3 23.15 1.771 .900( .540 .60 31.0 6.00 END OF RATIONAL METHOD ANALYSIS 41.4444444444441.444.;“4XX.;M4K4“:“.44.;;FFx:F:4xx44;;iX;4x Tx4;;Fi*4x4ux;;#4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION (c) Copyright 1983-94 Advanced Engineering Software (aes Ver. 3.16 Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ****x******x************** DESCRIPTION OF STUDY **************x*********** * TR 15709 * * 0100 HYDROLOGY * * JN 126-1050 * xxxxxx******xx***************x***x****x**x*******x*x********xxxxxxxxxxxx*x FILE NAME: P15709.100 TIME/DATE OF STUDY: 14:30 5/19/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* xxxxx*x*x*x****xx*x**x**x*****x*xx**x*****x*********xxx**xx*x**x*****xx***** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 • >)>))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.571 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 13.70 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 13.70 ***********xx*x**xx**xxxxx*x**xxx*xxx*xxxxxxxxxxxxxxxxxx**xx*xxxxxxx*x**xx*x FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))>)''OMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1352.80 DOWNSTREAM ELEVATION(FEET) : 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 ., 5 .,E" ;�,_=wiOTH, FEE. , = 27,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp. Ap LAND USEGROUP(ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS).= 15.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 15.01 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH#VELOCITY = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE TC(MIN) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED rp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 18.87 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 I5 CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.78 RAINFALL INTENSITY(INCH/HR) = 3.34 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.87 FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.172 130 YEAR RAINFALL INTENSITY(INCH/HR = 3.294 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 16.17 SUBAREA AVERAGE ?E VIOn LOSS RATE. cP,INCH/HR) _ .98 SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS)•= 5.61 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY = .89 STREET FLOW TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) = 20.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.867 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.75 crr" :VE AREA(ACRES) = 5.10 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.48. END OF SUBAREA STREET FLOW HYDRAULICS: UEP H(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 14.07 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY = .99 *xxxxxx*x**x*x******************x***x**************************x************ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLIENCED STREAM VALUES((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CCNCENTRATION(MIN.) = 20.38 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR, _ .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.48 ** CONFLUENCE DATA ** STREAM C Tc Intensity Fp(F®) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.87• 15.78 3.343 98( .59) .60 7.60 1.00 2 10.48 20.38 2.867 .98( 59)) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 28.7 15.78 3.343 2 26.1 20.38 2.867 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 28.67 EFFECTIVE AREA(ACRES) = 11.55 AREA -AVERAGED Fp(INCH/HR) _ .98 TOTAL AREA(ACRES) = 12.70 LONGEST FLD,PArH FROM NODE 2.00 TO NODE Fp(Fm) (INCH/HR ) .975(.585) .975.585) Ap Ae SOURCE (ACRES) NODE .60 11.5 1.00 .60 12.7 2.00 AS FOLLOWS: Tc(MIN.) = 15.775 AREA -AVERAGED Fa:(INCH/HR) _ .59 AREA -AVERAGED Ap = .60 20.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 6.3 ))>)>COM?UTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( >>)))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1346.50 DOWNSTREAM ELEVATION(FEET) = 1339,50 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLO«ABLE STREET FLOW DEPTH(FEET) _ .92 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 20.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 18.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp • Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.66 EFFECTIVE AREA(ACRES) = 15.05 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) = 32.95 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 21.05 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY = 2.02 xt*x:xttt*zt$tts:t***z*x***xt*tx*******t*x*x*t*x*t**x**t*:ztzxt*xtxt*tttt*tx FLOW PROCESS FROM NODE 25.00 TO NUDE 25.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 18.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.50 EFFECTIVE AREA(ACRES) = 16.65 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .97 • AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.80 • PEAK FLOW RATE(CFS) = 36.46 ±*#*#t*******t#t*##**X*#####t#t######t#ix##t*##*******t#tti#t##t#it###X###it FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN 10 CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .56 HALF„STREE_T FLOOD WIDHFEET) = 25.42 AYE.AGE iLvN VELOCITY(FEET/SEC.) = 3.54 PRODUCT OF DEPTH&VELOCITY = 1.98 -OW-3;-.VEL T:" E; MIN. ; = .73 Tc; ":N.) = :9.44 36.99 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 17.15 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 36.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 25.11 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH#VELOCITY = 1.97 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.44 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 17.15 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.49 FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA; UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K*[(LENGTHtt 3.00)/(ELEVATION CHANGE)]* .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ 15.737 $ IN YEAR RAINFALL INTENSITY(1NCH/HR(- 3.348 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.96 • FLOW PROCESS FROM NODE 15.00 10 NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION'FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 19.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 1R SU EN1IAL.. .. .. .. '3-4 DWELLINGS/ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 9.42 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES, = 7.10 PEAK FLOW RATE(CFS) = 15.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.46 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY = 1.40 s*************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(ECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 17.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 22.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 LeELLINGS/ACRE' A 2.20 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.88 EFFECTIVE AREA(ACRES) = 9.60 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .92 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 18.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY = 1.37 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = I )))))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.) - 22.02 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm INCH/HR) _ .55 AREA -AVERAGED Fp INCH/HR) _ .92 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88. ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.49 19.44 2.950 .97( .58 .60 17.15 1.00 1 33.04 24.13 2.591 .97( .58 .60 18.30 2.00 2 18.86 22.02 2.737 .92( .55, .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .e* PEAK FLOW RATE TABLE ** (CFS) (MIN.) (INCP/.hR) (INCH/HR) (ACRES) NODE 54.8 19.44 2.950 .957( .574 .60 25.6 1.00 2 50.6 24.13 2.591 956 .574 .60 27.9 2.00 3 53.5 22.02 2.737 .956; .574 .60 27.4 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.78 Tc(MIN.) = 19.440 EFFECTIVE AREA(ACRES) = 25.62 AREA -AVERAGED Fm(INCH/HR) = .57 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 27.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 35.00 2395.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1338.00 DOWNSTREAM ELEVATION(FEET) = 1334.20 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .91 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 29.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 20.48 z 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ • SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 26.62 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 54.78 .TOTE PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 29.02 FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY = 2.63 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.75 EFFECTIVE AREA(ACRES) = 29.92 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) = 61.49 FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 LENGTH(FEET) = 272.00 CURB HEIGHT(INCHES) = 6.0 HALFWIOTH(FEET) _ 27.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .79 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 62.58 J�Rcc PLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 26.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.55 PRODUCT OF DEPTH&VELOCITY = 3.19 STREET FLOW TRAVEL TIME(MIN.) = .82 Tc(MIN.) = 21.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 31.02 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 33.30 PEAK FLOW RATE(CFS) = 61.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 26.67 FLOW VELCCITY(FEET/SEC.) = 5.57 DEPTH*VELOCITY = 3.19 ********t****t**t*tttit****t*************tt**t*********t******************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.56 -rc., .'v: AREA(ACRES) = 34.32 AREA -AVERAGED Fm(INCH/HR) _ .58 ATOTAL AEA(ACRE) VERAGED Fp(INCH/HR) .96 PEATE AREA -AVERAGED = 50 AR68.45 ****tt*x tt*****t*************************t**********************t*******t** FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .77 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 69.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 27.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91 PRODUCT OF DEPTH&VELOCITY = 3.45 STREET FLOW TRAVEL TTME(MIN.) _ .49 Tc(MIN.) = 21.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.754 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE" A .70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA A_'IREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.37 u ECTI - AR:A;ACR:3) - 35.32 AREA -AVERAGED r,:NC-/HR) - .58 TOT,a;. AREA(ACRES) . 37:30 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 27.61 FLOW VELOCITY(FEET/SEC.) = 5.91 DEPTH*VELOCITY = 3.44 08.63 FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.754 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.42 EFFECTIVE AREA(ACRES) = 38.82 AREA -AVERAGED Fp(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) = 76.05 FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CCNCENTRATION(MIN.) = 21.79 RAINFALL INTENSITY(INCH/HR) = 2.75 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 38.82 TOTAL STREAM AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.05 F r_Jh PROCESS FROM NODE 4.00 TO NODE . 50.00 IS CODE = 2.: )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-CF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION C M(FEC ) _ r 0n EAM( ) _ � ^ 0 DATA: UPSTREAM(FEET) - 134C.,,,, DOWNSTR:r,,,�rEET, - .�3..3„ Tc = K*[(LE:3TH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.` = 12.007 x 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.938 SUBAREA Tc AND LOSS RATE DATA(AMC II,: DEVELOPMENT TYPE/ SCS SOIL AREA Fp �Ap SCS (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 2.83 **4*k******X************t**t*************x********************xt*x*****xx*x* FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME Ti:RU SUBAREA((((( )))))(JInttt TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATICN'FEET) = 1332.30 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 735.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .94 x*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.89 3::1 a_,i wn illr'v_ ricSULT3 USING t3i.:nlEv i _vd• HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 16.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.295 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.10 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.79 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY = 1.38 *****xt*x*****x**xx*xx********xx*xxx*x*x******xx*****xxxx*xxx**x*x**xx***xx* FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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 CONCENTRATi0N(MIN.) = 16.16 RAINFALL INTENSITY(INCN/HR) = 3.30 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.40 ** CONFLUENCE DATA ** STREAM Q lc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR)Y(INCH/HR) (ACRES) NODE 1 76.05 21.79 2.754 .96 .58i .60 38.82 1.00 1 69.22 26.51 2.449 .96, .58 .60 41.10 2.00 1 72.97 24.38 2.575 .96 58 .60 40.58 3.00 2 8.40 16.16 3.295 .91' .55) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CC .,,FEMME FORMULA USED FOR 2 STREAMS. n xx PEAK i FLOW �N RATE TABLE ** STREA° Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 82.8 21.79 2.754 .959( .576 .60 42.2 1.00 2 79.2 24.38 2.575 .958( .575 .60 44.0 3.00 3 75.0 26.51 2.449 .959.575 .60 44.5 2.00 76.6 16.16 3.295 .958( .575, .60 32.2 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.80 Tc(MIN..) = 21.789 EFFECTIVE AREA(ACRES) = 42.22 AREA -AVERAGED Fp(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.50 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 55.00 = 3116.00 FEET. xxxxxx*xxxx*x*xx********x*x****xx*xx****xxx*x********xxxxxxx**x*xxxx*xxx*xxx FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))));STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DOWNSTREAM ELEVATION(FEET) = 1321.80 STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEEi) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 83.17 ***STREET FLOWING FULL*** I1 RESniS ,;SING CST i' :D i LVN• HALFSTREET FLOOD WIDTH(FEET) = 41.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 23.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.627 SUBAREA LOSS RATE DATA(AMC it): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .74 EFFECTIVE AREA(ACRES) = 42.62 AREA -AVERAGED Fp(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.90 PEAK FLOW RATE(CFS) = 82.80 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 41.31 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY = 2.38 tt****t*t*t***t*t***tt**tt*t*****tt*********t**t***********tt**t*t*t*t*t**tt FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = 1322.20 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.399 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.532 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.83 t***************t*t*t********t*********z:*t*****::******t*t*t********t****** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREATMEEL;VATIOM'FEET)3601322.20URD WNSTREAMNELHEVATION(FS) EET) = 1318.90 TSTREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .83 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _. .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.43 F LCW VET-OC.TY(FEET/SEC.; = 2.43 DEPTH*VELOCITY - .87 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 I5 CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.30 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED Fp(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 15.32 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.)) = 15.013 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.36 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( Ur,:,:AM ELEVA.TION'FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.8D STREET LENGTH(FEET) = 273.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DEECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .89 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FL000 WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .70 .98 .60 32 RESIDENTIAL • '3-4 DWELLINGS/ACRE' B .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fp(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) = .79 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 10.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 FLD' 'VLOC.TY;FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.32 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fp(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) = .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.84 *********#****************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((((_ )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **;RAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 ).ELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.42 crrc,i,vc AREA(ACRES) = 7.10 AREA -AVERAGED Fp(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES') = 7.10 PEAK FLOW RATE(CFS) = 16.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 18.76 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY = 1.08 *************#******************************************************x*x***** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.30 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 9.00 AREA -AVERAGED Fp(INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 20.27 =#1***x**t*xxtxt**x#*#***#xx**x**#****###*****x**#***s******#*#***#**xtx**** )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 1.46 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.).= 20.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED F (INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES, = 10.00 PEAK FLOW RATE(CFS) = 21.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 FLOW VELCCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY = 1.45 xx*x*xx*x******x**xxx**xx*xx*x*xxxx**xx*xxxxxx*xxx*x*xxx*xxxxxxx*xxxxxxx*xx* FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 ))))>GESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 • CONFLUENCEVALUESUSED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATTON(MIN.) = 20.17 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA-AVERAGEC N INCH/HR) _ .53 AREA -AVERAGED rp(INCH/HR) = • .88 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.23 xxxxxx*x*****xx***x**xx**x**x***xx*xxxxxxxx**x*xxx*xx****x***xx*x*xx*xx*** FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((t ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Ic = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.717 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.118 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Ic LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.70 .98 .60 32 17.72 RESIDENTIAL '3-4 DWELLINGS/ACRE" 8 1.30 .75 .60 56 17.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.56 •OTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.56 *x******xxxx******x****x***x*xxxxxx**x****xxxxxxxxx***xx*** Mi*****x****xxx PROCESSFROM TONODE95.00 CODE NODE 90.00 .� = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))>)(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(rrEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 13.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.49 S* 100TFLOW TRAVEL TI ME(MIN.) Tc(MIN.) 19.66 (INCH/HR) = 2.930 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED Fm(INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 17.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.62 :xtxxxxtxxxxxxxxxttxtx*#t$xxxxxtxxxxxxxxxxtxxxxxtxxtxxxxxxxxxtxxxxxxxxxxxxxt FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))>)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( TOTAL `UMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.66 RAINFALL INTENSITY(INCH/HR) = 2.93 AREA -AVERAGED Fm(INCH/HR = .51 AREA -AVERAGED Fp(INCH/HR = .85 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOC RATE(CFS) AT CONFLUENCE = 17.63 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.23 20.17 2.885 88( .53) .60 10.00 6.00 2 17.63 19.66 2.930 .85( 51) .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE xx STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 38.5 20.17 2.885 .866( .520) .60 18.1 6.00 2 38.7 19.66 2.930 .866( .519) .60 17.8 6.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.72 Tc(MIN.) = 19.659 EFFECTIVE AREA(ACRES) = 17.85 AREA -AVERAGED Fm(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. ttxtxxxtxxtxxxxxxxxxxxxxxxxxtxxxxxxxxxxxxtttttxttttxttxxxxx:xxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( �PSTRE.AX ELEVATION( FEET) = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.63 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ - 39.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 22.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY = 2.31 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .60 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 18.95 AREA -AVERAGED Fm(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 39.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 22.77 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH#VELOCITY = 2.29 ############################################################################ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 )))>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.50 EFFECTIVE AREA(ACRES) = 23.15 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) = 47.99 ############################################################################ • FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.60 DOWNSTREAM ELEVATION(FEET) = 1322.80 S rfcc� LENGTH(FEET) = 268.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .85 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 49.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET� _ .56 HALFSTREET FLOOD WIDTH(FEET) = 25.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY = 2.66 STREET FLOW TRAVEL TIME(MIN.) = .93 Tc(MIN.) = 21.70 # 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.761 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIC_N'IAL SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 24.45 AREA -AVERAGED Fp(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) = 48.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 24.95 FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY = 2.66 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 21.70 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .89 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 24.45 TOTAL STREAM AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.99 **************************************************************************** FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K*ULENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.' = 12.238 * 100 YEAR RAINFALL INTENSITY(INCH/HR� = 3.894 SUBAREA Ic AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' 8 1.00 .75 .60 56 12.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW. TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.30 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTHFEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.00 S*T100TFLOW TRAVEL TI ME(MIN.) T INTENSITY(INCH/HR) = 3C) 17.26 168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 12.32 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA-AVErRAL,', ;; _ _ :`�/ri2. .44 AREA-AVcRAuED A� _6c END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY = 1.27 ***$xxxxx:*******x*****x****x**xtx*t******x********x**tt****tx*x*****x***x$* FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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. - 17.26 RAINFALL INTENSITY(INCH/HR) = 3.17 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.77 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.66 22.21 2.723 89 53 .60 24.70 6.00 1 48.99 21.70 2.761 .89 .53 .60 24.45 6.00 2 14.77 17.26 3.168 .94 .56 .60 6.30 4.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. x* PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (1NCH/HR) (ACRES) NODE 1 61.5 21.70 2.761 .900 .540 .60 30.7 6.00 2 60.9 22.21 2.723 .900 .540 .60 31.0 6.00 3 60.8 17.26 3.168 .902 .541 .60 25.7 4.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.46 Tc(MIN.) = 21.702 EFFECTIVE AREA(ACRES) = 30.75 AREA -AVERAGED Fm(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 31.00 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 105.00 = 2220.00 FEET. END C; SAC;;'! SUMMARY: TOTAL AREA(ACRES) = 31.00 TC(MIN.) = 21.70 EFFECTIVE AREA(ACRES) = 30.75 AREA -AVERAGED Fm(INCH/HR)= .54 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 61.46 tt PEAK FLOW RATE TABLE ** STREAM n NUMBER (CFS) (MIN.) (INCH/HRy) (INCH/HR) 1 60.8 17.26 3.168 .902 .541 2 61.5 21.70 2.761 .900 .540 3 60.9 22.21 2.723 .900 .540 Ap Ae SOURCE (ACRES) NODE .60 25.7 4.50 .60 30.7 6.00 .60 31.0 6.00 END OF RATIONAL METHOD ANALYSIS ############################################################################ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.18 Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ########################## DESCRIPTION OF STUDY ########################## * TR 15709 # * 010 CB HYDROLOGY # * JN 126-1050 # ########################################################################## FILE NAME: CB15709.010 TIME/DATE OF STUDY: 15:28 5/22/1997 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 _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL# SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 #SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.# E ############################################################################ FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 )))»RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K#[(LENGTH## 3.00)/(ELEVATION CHANGE)] ## .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.380 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.24 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.24 ############################################################################ FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1352.80 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATEDFLOW(CFS) = 9.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH#VELOCITY = 1.02 #####################################################################UUM FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINEYEAR RAINF * 10 ALL INTENSITY(INCH/}6t) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = 60 TOTAL AREA(ACRES)= 7.60 PEAK FLOW RATE(CFS) _ ( 11.12 ##t######################################################################### FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 16.00 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm INCH/HR = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.12 ########################################################################### FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K#((LENGTH## 3.00)/(ELEVATION CHANGE )) ## .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 * 10 YEAR RAINFALL INTENSITY INCH/HR = 2.196 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.) RESIDENTIAL 3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 16.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 3.33 FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 20 OUTSIDESTREET STREETCROSSFALLCROSSFALL( DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = .67 STREET FLOW TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 20.93 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT AREA LAND USE SOIL GROUP(ACRES) (I FNCH/HR) (DECIMAL) SCSN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA(ACRES) = 5.10 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY = .73 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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. = 20.93 RAINFALL INTENSITY(INCH/HR = 1.88 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR ) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.12 16.00 2.210 .98( .59) .60 7.60 1.00 2 5.95 20.93 1.881 98(( .59) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.8 16.00 2.210 .975( 585 .60 11.5 1.00 2 14.8 20.93 1.881 .975( .585 .60 12.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.82 Tc(MIN.) = 15.996 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 2.10 TO NODE 25.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1350.00 DOWNSTREAM(FEET) = 1339.50 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE )] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.993 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.395 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 4.10 .98 .60 32 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) _) 6.68 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 ( )))))(STREET TABLETSECTTW TRAVEL SECTION USED)((((( THRU SUBAREA ((! ! UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 15.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.290 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) _ .77 EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = .83 **************************UM******************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 15.08 RAINFALL INTENSITY(INCH/HR = 2.29 AREA -AVERAGED Fm( INCH/HR) = .59 AREA -AVERAGED Fp( INCH/HR) _ .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 4.60 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.06 u************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 15.737 * 10 YEAR RAINFALL INTENSITY INCH/HR = 2.232 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENTCS Tc ETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) MAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 .32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.15 FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((t( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = .93 S*TR10TYEARWTRAVEL RAINFALLTINTENSITY(INCH/HR) = Tc(MIN.)1.94419.81 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.51 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 8.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY = 1.06 ***************************************m********************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAUM ( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.),= 3.03 Tc(MIN.) = 22.84 SUBAREA LOSS RATE OATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 9.60 AREA -AVERAGED Fp(INCH/HR) _ , .55 AREA -AVERAGED Fp(INCH/HR) _ .92 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.91 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY = 1.02 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 22.84 RAINFALL INTENSITY(INCH/HR) = 1.79 AREA -AVERAGED Fm(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) ) _ .92 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.65 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.06 15.08 2.290 98 .59) .60 4.60 2.10 2 10.65 22.84 1.785 .92' .55) .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap (ACRES) SOURCEAe NODE 1 17.0 15.08 2.290 94 .566).60 10.9 2.10 2 15.6 22.84 1.785 .938( .563) .60 14.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.97 Tc(MIN.) = 15.077 EFFECTIVE AREA(ACRES) = 10.94 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 14.20 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 35.00 = 2178.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 40.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1341.50 DOWNSTREAM(FEET) = 1334.20 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.335 * 10 YEAR RAINFALL INTENSITY INCH/HR = 2.583 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 4.30 .98 .60 32 12.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 7.73 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 7.73 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAUM ( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 STREET LENGTH(FEET) = 272.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .79 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 10.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY = 1.13 S*TR10TYEARWRAINFALLEL TINTENSITY(INCH/HR) = Tc(MIN.)2.43313.63 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 8.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 33 HALFSTREET FLOOD WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 13.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.433 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.30 EFFECTIVE AREA(ACRES) = 8 AREA -AVERAGED Fp(INCH/HR) _ TOTAL AREA(ACRES) = 8.70 3.30 RATE, Fp(INCH/HR) = .98 .60 32 FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.49 .70 AREA -AVERAGED Fm(INCH/HR) = .59 .98 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 14.47 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 )))> )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .77 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 13.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15 PRODUCT OF DEPTH&VELOCITY = 1.54 STREET TRAVEL *10YEARWRAINFALLTINTENSITY(INCH/HR) = Tc(MIN.)2.36114.34 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 9.40 AREA -AVERAGED Fm(1NCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 13.05 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 1.54 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 55.00 IS CODE = 8.2 ))>)>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,((((( )))))(AND COMPUTE INITIAL SUBAREA RUNOFF)((((( INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 ELEVATION DATA: UPSTREAM(FEET) = 1331.70 DOWNSTREAM(FEET) = 1323.40 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.804 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.415 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECISCS MAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.80 .98 .60 32 13.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 INITIAL SUBAREA RUNOFF(CFS) = 6.26 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 14.34 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.361 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) _ EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATICN(MIN.) = 14.34 RAINFALL INTENSITY(INCH/HR) = 2.36 AREA -AVERAGED FW INCH/HR = .59 AREA -AVERAGED Fp(INCH/HR = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 13.20 TOTAL STREAM AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.1 ))>))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.007 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.626 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.) RESIDENTIAL 3-4 DWELLINGS/ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TALE S_CT'.0); n : USE^)'(((( UPSTREAM ELEVATION FEET = 1332.30 DOWNSTREAM ELEVATION(FET) = 1323.40 STREET LENGTH(FEET) = 735.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRCSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .94 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.55 STREEIFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT CS AND USET�/ SGROUPCS IL (ACRES) (INCH/HR) (DECIMAREA Fp Ap AL) MAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = C 4.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.74 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY = 1.04 #####ti2t#######i###########t*####*#######*####t#######t###****u ### um FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(((( ( )))) )AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( TOTAL NUMBER CF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME CF CONCENTRATION(MIN.) = 16.69 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap _ .60 EFr: ; .VE STREA9 AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLU RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA 1* STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.10 14.34 2.361 .98( .59) .60 13.20 3.10 2 4.91 16.69 2.155 .91( .55) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.9 14.34 2.361 .964( .578) .60 16.1 3.10 2 23.6 16.69 2.155 963( .578) .60 16.6 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.86 Tc(MIN.) = 14.335 EFFECTIVE AREA(ACRES) = 16.12 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.60 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 55.00 = 1280.00 FEET. xtzxx::***$*$xx:*txx:**tt***at umm ums***xxt:x*$x**$**t*:xtz*****ts FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DOWNSTREAM ELEVATICN(FEET) = 1321.80 STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.15 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .65 FLOOD WIDTH(FEET) = 34.56 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.75 SPLIT DEPTH(FEET) = .40 SPLIT FLOOD WIDTH(FEET = 14.46 SPLIT FLOW(CFS) = 4.24 SPLIT VELOCITY(FEET/SEC.) = 1.93 STREETFLOW MODEL, RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 34.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY = 1.79 * STREET FLOW TRAVEL TI ME(MIN.) Tc(MIN.) 16.31 (INCH/HR) = 2.185 SUBAREA LOSS RATE DATA(AMC II): DEVELAANDEU�TYPE/ GROUPIL (ACRRES) (INCH/HR)EA F(DECIMAL) SCS CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = .58 EFFECTIVE AREA(ACRES) = 16.52 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 25.86 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 34.56 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.79 FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DCWNSTREAM(FEET) = 1322.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE )] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.399 * 10 YEAR RAINFALL INTENSITY(INCH/H2 = 2.354 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1322.20 DOWNSTREAM ELEVAIION(FEET) = 1318.90 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY = .64 STREET FLOW TRAVEL TIME(MIN.) - 2.8 R6 Tc(MIN.) IN.) = 17.26 z ?O YEAR RA:VALL : _ENT:TY(INCP) = 2.1'2 4.33 UcVLLUPt tNI I TPt/ 5U5 SL'1L AkA p Ap 5C5 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 9.93 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY = .66 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( *10 YEAR MAINLINE INTENSITY(INCH/HR) = 2.112 SUBAREA LOSS RATE DATA(AMC II): DEVELANDEUSTY?E/ SCSSOIL GROUP(ACRES) (INCH/HR) (DECIM SCS AL) USAEMAL) -CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED F INCH/HR) _ .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 8.93 I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 1S CODE = 2.1 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((( ( )>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296 SUBAREA Tc AND LOSS RATE DATA(AMC II: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 5.15 *************#*********************************************mm********** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION' FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.80 STREET LENGTH(FEET) = 273.00 CURB MEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .89 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = • 9.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY = .84 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 16.68 * 10 YEAR RAINFALL INTENSLTY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT O"EXT TYPE/ SOS SCI_ AREA Fp Ap 5.96 SCS ;�cSiUt�i iAL '3-4 DWELLINGS/ACRE' A .70 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.60 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED F m(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 6.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET/SEC.) = •2.75 DEPTH*VELOCITY = .87 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( * 10YEAR INE cRAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) `CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fn(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.91 FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIO T H( FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLCW(CFS) = 9.60 STREETrLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 15.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTHBVELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 19.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE' A • 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ • .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY = .80 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 19.08 • • 10 YEAR RAINFALL IN ENSITY(INCH/=;R) = 1.988 SUBAREA RATE SAT".; ^MC III: LAND U5L GROUP (AckS) (1NUH/M) (DLUIMAL) LA RESIDENTIAL "3-4 DWELLINGS/ACRE' A RESIDENTIAL "3-4 DWELLINGS/ACRE" B SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.90 EFFECTIVE AREA(ACRES) = 9 AREA -AVERAGED Fp(INCH/HR) _ TOTAL AREA(ACRES) = 9.00 1.30 .98 .60 32 .60 RATE, Fp(INCH/HR) 75 .90 .60 56 FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 2.47 .00 AREA -AVERAGED Fm(INCH/HR) _ .52 .87 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTN(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 14.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 20.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.886 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTICN, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/NR) _ .53 AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.85 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY = 1.08 FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.83 RAINFALL INTENSITY(INCH/HR) = 1.89 AREA -AVERAGED Fm(INCH/HR ` _ .53 AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.24 FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.717 * 10 YEAR RAINFALL INTENSITY INCHf , = 2.079 D_VELUM 1 IIiL/ • LAND USE RESIDENTIAL '3-4 DWELLINGS/ACRE' RESIDENTIAL '3-4 DWELLINGS/ACRE' SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = SAS � i AkA Ap SCS c GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) A 3.70 .98 .60 32 17.72 5 - 1.30 .75 .60 56 17.72 LOSS RATE, Fp(INCH/HR) _ .92 AREA FRACTION, Ap = .60 6.88 5.00 PEAK FLOW RATE(CFS) = 6.88 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION( FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =- 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FL00D WIDTH(FEET) = 10.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 19.91 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.939 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INC4/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/MR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Fp(INCX/HR) _ .85 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 10.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 iWh F 3 VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY = 1.23 **************************************************************************** . FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 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.) = 19.91 RAINFALL INTENSITY(INCH/HR) = 1.94 AREA -AVERAGED Fm INCH/HR = .51 AREA -AVERAGED Fp INCH/HR = .85 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.24 20.83 1.886 i 88.53) .60 10.00 6.00 2 10.41 19.91 1.939 .85.51).60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 0 Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 22.3 20.83 1.886 866' .520) 22.6 19.91 1.939 .866( .519) Ap Ae SCURCE (ACRES) NODE .60 18.1 6.00 .60 17.7 6.00 FEAN rL0W RAiE}OF5) _ Z'Z.55 Ic(M1N.) = 19.907 EFFECTIVE AREA(ACRES) = 17.66 AREA -AVERAGED Fm(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.60 STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 21.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .60 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 18.76 AREA -AVERAGED FT(INCH/FR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 22.77 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 17.04 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY = 1.71 ****************************************#******************#****##*#**um FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.17 . * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL TDB T• 1 '3-4 DWELLINGS/ACRE" A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 22.96 AREA -AVERAGED Fm(INCH/FR) _ .53 AREA -AVERAGED Fp' INCH/HR) = .89 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES') = 23.40 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.238 * 10 YEAR RAINFALL INTENSITY(INCH/HR) -- NTENSITY(INCH/HR(= 2.596 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc I ACP._ ) / n- ) I ) .) USEGROUP.�, u- (DECAIL) (MIN.) LAND � rw`,.5 � � �� / :� / � ��.:. �L � ON � M:.1 "3-4 Drc__:NGS/ACRE' SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) _ 5 1.00 .75 .60 56 12.24 LOSS RATE, Fp(INCH/HR) _ .75 AREA FRACTION, Ap = .60 1.93 1.00 PEAK FLOW RATE(CFS) = 1.93 ##tttttttt#t##t#t##ttt#t##ttttt####t#tt#tt####t####t#####t#######t###tt#t### FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION FEET) = 1332,50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 S i tccc 'FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY = .76 STREET FLOW TRAVEL TIME(MIN.) = 5.72 Tc(MIN.) = 17.96 # 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.30 SUBAREA RI iFF(CFS) = 7.05 EFFECTIVE AREA(ACRES) = 6.30 • AREA -AVERAGED Fm(INCH/HR) = .56 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 8.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY = .95 #tttt##tt#t#tttt#ttt#tt###ttttt#ttt#tttt#t#tt#tt#t#t#ttttttt#t###tt#tt###### FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8.1 )))))ADDITION CF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 17.96 t 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 SUBAREA LOSS RATE OATA(AMC II): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS -LAND USE GROUP (ACRES) (INCH!HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCHJHR) _ .57 AREA -AVERAGED Fp INCH/HR) = .95 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES = 7.60 PEAK FLOW RATE(CFS) _ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.60 TC(MIN.) = 17.96 EFFECTIVE FETIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR)_ .57 AREA -AVERAGED Fp(INCH/HR) _ .95 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 10.22 END OF RATIONAL METHOD ANALYSIS 2xx4.4.4xx+x44x44x+44xxx4xxx44 xxxx4x44.+44+4xxx44x+xx+.+44“w44*wp.“*;44; RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * TR 15709 * * 0100 CB HYDROLOGY * * JN 126-1050 * ************************************************************************** FILE NAME: C815709.100 TIME/DATE OF STUDY: 15:44 5/22/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* P 4 7 z ************************************************************************ U FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 . )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL ELEVATIONUBAREA DATA: UPSTREAM(FEET)ET) 1366.4000DOWNSTREAM(FEET) = 1352.80 Tc = K*[(LENGTH$* 3.00)/(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.571 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 13.70 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 13.70 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION( FEET) = 1352.80 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 1SiHIVU� i \Ij OUWIN iU UXUSSPRLL U b URtVi:Ci) = LU.UU INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET)�= 14.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 15.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 15.01 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH#VELOCITY = 1.34 ############2##############################################################2 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PPERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 08.87 )- Te t O 2####2#####2#######2##22####################################2####2########## FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) 15.78 RAINFALL INTENSITY(IMCH/HR) = 3.34 AREA -AVERAGED Fr INCH/HR = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.87 ##########222############################################################### FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.294 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.) SIDE �tNI.AL '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 16.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 jVL-;;k f('v11Vi i li J / TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.61 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FL000 WIDTH(FEET) = 12.90 AVERAGE FLOW VELOCITY(FEE T /SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY = .89 STREET FLOW TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) = 20.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.867 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PPERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 5.10 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = C10.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 14.07 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY = .99 FLOW PROCESS FR3M NODE 20.00 TO NODE 20.00 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. = 20.38 RAINFALL INTENSITY(INCH/HR = 2.87 AREA -AVERAGED F@(INCH/HR = .59 AREA -AVERAGED Fp(INCHUHR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.48 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.87 15.78 3.343 .98c .59 .60 7.60 1.00 2 10.48 20.38 2.867 .98, .59 .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.7 15.78 3.343 .975( .585) .60 11.5 1.00 2 26.1 20.38 2.867 .975( .585) .60 12.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.67 Tc(MIN.) = 15.775 EFFECTIVE AREA(ACRES) = 11.55 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. nL r;ULtn rnU" NUUt L.iU fU iNUUt n.QG l.U01': L.i )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1350.00 DOWNSTREAM(FEET) = 1339.50 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.993 * 100 YEAR RAINFALL INTENSITY INCH/HR = 3.593 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE" A 4.10 .98 .60 32 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PPERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 11.10 FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION( FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET)= 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLCW(CFS) = 11.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.38 • AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) _ .96 Tc(MIN.) = 14.95 * 100 YEAR RAINFALL INTENSITY(iNCH/HR) = 3.453 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp' INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY = 1.09 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.95 RAINFALL INTENSITY(INCH/HR) = 3.45 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp( INCH/HR = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 4.60 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-3F-CO`iC=NTRA'IO\ NOMOGRAPH FOR INITIAL SUBAREA(( iitiillrl� :3VaAR:.A i OW-L7.NGiil\it:i) _ ♦vw .Jlr ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K* ((LENG T HM* 3.00)/(ELEVATION CHANGED* D* .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.737 * 100 YEAR RAINFALL INTENSITY' INCH/HR = 3.348 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.96 FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSIREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 19.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/RR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.30 .98 .60 32 e '3-4 DWELLINGS/ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVER GE PERVIOUS AREA FRACTION, AP = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 9.42 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED FT(INCH/HR) _ .55 AREA -AVERAGED p( INCH/HR)•_ .91 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 15.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.46 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY = 1.40 FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(Smc, TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER CF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 17.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT CF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TTME(MIN.) = 2.66 Tc(MIN.) = 22.02 17.84 J.dy&A LvSJ kAic vAAAN ii): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' 8 .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.88 EFFECTIVE AREA(ACRES) = 9.60 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Fp(iNCH/HR) _ .92 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) _ C 18.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY = 1.37 ******4********************************************************************* FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 22.02 RAINFALL INTENSITY(INCH/HR, = 2.74 AREA -AVERAGED FSINCH/hR) = .55 AREA -AVERAGED Fp(INCH/HR) = .92 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity • Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.87 14.95 3.453 .98', .59) .60 4.60 2.10 2 18.86 22.02 2.737 .92, .55) .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM C Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.9 14.95 3.453 943 .566).60 11.1 2.10 2 27.8 22.02 2.737 .938 .563) .60 14.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.89 Tc(MIN.) = 14.950 EFFECTIVE AREA(ACRES) = 11.12 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 14.20 LONGEST FLCWPATH FROM NODE 3.00 TO NODE 35.00 = 2178.00 FEET. FLOW PROCESS FROM NODE 3.10 TO NODE 40.00 IS CODE = 2.1 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((( ( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1341.50 DOWNSTREAM(FEET) = 1334.20 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.' = 12.335 * 1C0 YEAR RAINFALL INTENSITY INCH/HR = 3.875 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 4.30 .98 .60 32 12.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 12.73 ************4**********************************************************UM FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( Lif" IAM LLLVAilU f tti; = i:f34.ZU DUW`iSiktAVAiiUIYOft i; = i.)1/.Vc STREET LENGTH(FEET) = 272.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .79 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 13.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.94 PRODUCT OF DEPTH&VELOCITY = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 5.40 • AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED F p(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 15.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.51 *tz$zx********t**xxt*t***z*x$**z*xx::z*x***t$:t*tx*xzx*x**ts:sxx$*t**z*z:*s: FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 9.17 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp`IN H/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 24.18 . FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 175.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .77 **TRAVEL TIME COMPUTED USING ESTIMATED FLCW(CFS) = 25.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) - 16.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.70 PRODUCT OF DEPTR&VELOCITY = 2.03 STREET FLOW TRAVEL TIME(MIN.) =.62 Tc(MIN.) - 14.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL n ern vrr .nr r. • . l;&4KtA AkX i t rA(,NLi/it; .'in SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 9.40 AREA -AVERAGED FT( INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) _ (25.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 16.02 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 2.04 ttttttt**tttttttttttttttttttttttttttttttttt#ttttttttttttttttttttttttttttttt FLOW PROCESS FROM NODE 3.20 TO NODE 55.00 IS CODE = 8.2 )))))ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,((((( )))))(AND COMPUTE INITIAL SUBAREA RUNOFF)((((( INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 ELEVATION DATA: UPSTREAM(FEET) = 1331.70 DOWNSTREAM(FEET) = 1323.40 Tc = K* ((LENGTH** 3.00)/(ELEVATION CHANGED* t* .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.804 * 100 YEAR RAINFALL INTENSITY INCH/HR = 3.622 SUBAREA Tc AND LOSS RATE DATA AMC II,: DEVELCS Tc OPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) SCN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.80 .98 .60 32 13.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 INITIAL SUBAREA RUNOFF(CFS) = 10.39 tt ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MiN) = 14.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) _ "r� TIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/N_ .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 35.52 FLO« PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 )))))CESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER CF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEEPENDENT STREAM 1 ARE: TIME OF CONCENTRATICN(MIN.) = 14.11 RAINFALL ItiTENSITY(INCH/HR) = 3.58 AREA -AVERAGED Fm1(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 13.20 TOTAL STREAM AREA(ACRES) = 13.20 PEAK FLO« RATE(CFS) AT CONFLUENCE = 35.52 xtxttttttttttttt#ttttttt#t#tt*ttttttt*mwtttttttttt#ttttttttttttttttttt FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Ic = Kt ((LENGTH*t 3.00)/(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.' = 12.007 * 100 YEAR RAINFALL INTENSITY INCH/HR = 3.938 SUBAREA Tc AND LOSS RATE OATA(AMC II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 2.83 -Jo ci4- -.6 t;x:*****t*ttttttttttart#tttttt*ttttttstttttttttttttttttttt*ttttttttttt* FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6.3 ))))')COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTICN 4 I USED)((((( = IJJZ.N JU4ir5i1cAi9 cLLVAi:uN("r:;) = 1323.4U LENGT=(FEET) = 735.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .94 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET' _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIMiE(MIN.) = 4.16 Tc(MIN.) = 16.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.295 SUBAREA LOSS RATE DATA(AMC DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.10 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .60 „-- TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = L8.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.79 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH#VELOCITY = 1.38 • FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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) = 16.:6 RAINFALL INTENSITY(INCH/HR) = 3.30 AREA -AVERAGED FA INCH/HR' _ .55 AREA -AVERAGED FP(INCH/HR) = .91 AREA. -AVERAGE) AP = .60 STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES; = 3.40 PEAT( FLOW RATE(CFS) AT CONFLUENCE = 8.40 #} CONFLUENCE DATA ## STREAM C Tc Intensity Fp(Fir) A:. Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.52 14.11 3.575 98( .59) .60 13.20 3.10 2 8.40 16.16 3.295 .91( 55)) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ## STREAM 0 Tc IntensityFp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.6 14.11 3.575 .964( .578) .60 16.2 3.10 2 40.6 16.16 3.295 963( .578) .60 16.6 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEPA FLOW RATE(CFS) = 43.61 Tc(MIN,) = 14.107 EFFECTIVE AREA(ACRES) = 16.17 AREA -AVERAGED Fr(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .96 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.60 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 55.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION( FEET) = 1323.40 DOWNSTREAM ELEVATION(FEET) _ :321.80 STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 ci HALF«IDTH(FEET) = 27.00 3;fittoorALL'kUcU;"AL) _ OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 - MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.09 ***STREET FLOWING FULL*** STn ETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREETFLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 34.96 AVERAGE FLOW VELCCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY = 1.65 STREET FLOW TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 16.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp • Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) =CTiTh- EFFECTIVE AREA(ACRES) = 16.57 AREA -AVERAGED Fr!( INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .60 - TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 43.61 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FL00D WIDTH(FEET) = 34.56 FLOW VELCCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.79 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = 1322.20 Tc = K*"LENGTH** 3.00)/(ELEVATION CHANGE ); ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = :4.399 * 103 YEAR RAINFALL ItiTENSITY(INCH/HR) = 3.532 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.) RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.83 *********t***********************UM************#************************ FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEV,AT1ON(FEET) = 1322.20 DOWNSTREAM ELEVATION(FEET) = 1318.90 Sincci LENuTX(rcc „ - 360.00 CURB HEiGHT(INCHES) = 6.0 Sutcct HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 CUTS.DE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 . STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLCW(CFS) = 7.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FL00D WIDTH(FEET) = 11.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .83 STREET FLOW TRAVEL TTME(MIN.) = 2.54 Tc(MIN.) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN R'_:._E5TIAL Jv'J$i A Av 'JL u('IivvJ LGJJ fS1iC, r pj:Nvnln<<f = 5d SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED FT(INCH/HR) _ .59 AREA -AVERAGED Fp( INCH/HR) _ .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES' _ 3.40 PEAK FLOW RATE(CFS) = 8.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.43 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY = .87 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.30 cr r C. i 1VE AREA(ACRES) = 6.50 AREA -AVERAGED Fa(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = 60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) _ C15.32)-- LOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATICNAL METHOD INITIAL SUBAREA ANALYSIS((((( >)USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) _ 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K*[(LENGTH** 3.CO)/(ELEVATION CHANGE )) z* .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE . GROUP (ACRES) (INCH/HR) (DECIMAL) CM (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 S BAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.36 t*tt*t*t*ttt*sasmn*********************s********t*****tu zits********** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 . )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION R 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.80 STREET LENGTH(FEET) = 273.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 -AEC : PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .89 **TRAVEL TIME COMPUTED USING ESTIMATED FLCW(CFS) = 9.70 STREETFLCW MODEL RESULTS USING ESTIMATED FLOW: 5 \Cr.i rLCW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT vT Ci OF DEPTH&VELOCITY - 1.08 J n� rLCW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fa Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLIN2S/ACRE' A .70 .98 .60 32 RESIDENTIAL �UJHR�H HVi:1H7: ru1VaUUJ LVJOKHi , rPOSi,r/r,'(j = .61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fr(INCH/HR) _ .47 ARE-TOTAAVERAGED AREA(ACRES)iNCH/H42 .000PEAK FLOW .79 ARATTE(CFS) = 60 L10.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEP T H(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTHtVELOCITY = 1.13 ;.ttttttttttttttttttttttrafts**ttttttttttttttttttttttttttttttttttttttttttttt FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.32 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fn( INCH/H.R) _ .51 AREA -AVERAGED Fp`INCH/HR) _ .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.84 FLOW PROCESS FROM NOCE 80.00 TO NODE 85.00 IS CODE = 6.3 )))))CCM? UTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))})(STREET TABLE SECTION # 1 USED)((((t UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 • STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROS , i j ECI r 1- 0 I:iSI• �..._�, �nvJSFA��\DL�,MAL., - .02V OUTSIDE STREET CRCSSFALL(DECIMAL) _ .02C SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARXWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 t1TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.05 S,rtc_r L3W MODEL RESULTS USING ESTIMATED FLOW: S c;" FLOW D_r:r(FEEi) = .49 HALFSTREET FOOv WIDTH(FEET) = 18.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 18.63 t 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM iA' RF.IUF.\T, iH� '3-4 DWELLINGS/ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RJNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = .52 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 18.76 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY = 1.08 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 18.63 t 100 YEAR RAINFALL INTENSITY(NCH/HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOP i2NT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN :EJ EN" T-'-.NF---`O3i:.,n_ A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.90 EFFECTIVE E.TIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) _ TOTAL AREA(ACRES) = 9.00 .0v .!3 .3 30 RATE, Fp(INCH/HR) _ .90 FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 4.25 .00 AREA -AVERAGED Fr(INCH/HR) _ .52 .87 AREA -AVERAGED Ap = .60 PEAK FLOW RA T E(CFS) = 20.27 ****t*********************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 WIDTH rrET1 STREET r,,ti, wlv,il\it�1, = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 - **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEP T H&VELOCITY = 1.46 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 20.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUB -,PEA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.09 trr� .VE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA-AVERAGEO ^3'INCH/HR) _ .88 AREA -AVERAGED Ap = .60 TOTAL AREA(ACREo; _ :0.00 PEAK FLOW RATE(CFS) = 21.23 ENO OF SUBAREA STREET FLOW HYDRAULICS: ICS: DEPTH(FEET) _ .48 HALFSTREET FLCCD WIDTH(FEET) = 18.45 FLOW VELOCI Y(FEET/SEC.) = 3.02 DEPTH*VELOCITY = 1.45 FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.17 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED F (INCH/HR ` _ .53 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK F, nW nTE(CFS) AT CONFLUENCE = 21.23 i Lv:Y Rr,l C��i FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ) )USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA( ( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE )] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.717 * 100 YEAR RAINFALL INTENSITY( INCH/HR ((= 3.118 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCF✓HR) (DECIMAL) CN (MIN.) RESIDENTIAL I .AL .. Nnnnr. n /A nn iL) N. '3-- DWELLINGS/ACRE' B 1.30 .75 .60 56 17.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.56 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.56 *tt*** x:ittt ;.Ott*****************t****************t********t********** ttt FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFAL L GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 13.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH6'JELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 19.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 SUBAREA LOSS RATE DA T A(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 17.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.62 ::ztzztzz:z:xz:cxt::t::xtt:::tttz:t:ttxztttttttst#xttx*:t******stttttt*mu FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLU'ENCED STREAM VALUES((((( TOTAL NUMBER Cr SRAMS= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CO`iCENTRATICN(MIN) = 19.66 RAINFALL INTENSITY(INCH/HR) 2.93 AREA -AVERAGED Fm INCH/HR = .51 AREA -AVERAGED Fp INCH/HR = .85 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.63 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.23 20.17 2.885 88( .53) .60 10.00 6.00 2 17.63 19.66 2.930 .85( .51) .60 8.10 6.00 RAINFALLINTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE CE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE r 38.5 20.17 2.885 .866( .520 ) .60 18.1 6.00 2 38.7 19.66 2.930 .866( .5191 .60 17.8 6.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW F' O" RATE(CFS) = 38.72 Tc(MIN.) = 19.659 f EFFECTIVE ARE h(ACRtS) _ 17.85 AREA-AVERAGED Fm\'NCH%rR, - .52 ARE.-- ..-.CED Fp(:NCH/-R) _ .87 AREA -AVERAGED Ap = .63 �V� ULJI i whf;ini i iWii i JC A.Jv It I vvc - LOOJ.Vv i �Cl . FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM E.EVATION(FEET) = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.60 STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = ..020 SPECIFIED NUMBER OF NALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.86 STREETFLCW MODEL RESULTS USING ESTIMATED FLOW: STREET LOW DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 22.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY = 2.31 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELL INGS/ACRE' A .60 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS/ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIO(S LOSS RATE, Fp( INCH/HR) = .87 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 18.95 AREA -AVERAGED Fm(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/'r) = .87 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 39.48 END OF SUBAREA STREET LOW HYDRAULICS: CEP i i(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 22.77 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY = 2.29 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 )))))ADDITION CF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.77 i 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVICUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFFS) = 8.50 EFFECTIVE AREA(ACRES) = 23.15 AREA -AVERAGED Fp(INCH/HR) = .53 AREA -AVERAGED Fp(INCHi i ) _ .89 AREA -AVERAGED Ap = .60TOTAL AREA(ACRES) = 23.40 PEAK FLOW RA T E(CFS) _ t ttttttttttttttttttttttttttttttttttttttt$ttttttttttttt*tttttttttttttttttttt cB ` /3 FLOW PROCESS FROM NOCE 4.50 TO NODE • 50.00 IS CODE = 2.1 )))))RATIDNAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = Kt[(LENGTHtt 3.00)i(ELEVATION CHANGED* .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.238 * 100 YEAR RAINFALL INTENSITY(INCH/HR( = 3.894 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCH/FR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' B 1.00 .75 .60 56 12.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 3AREA AVERAGE ?ERVICLS AREA FRAC::ON, Ap = .60 .. Ar1i.Aki'l : j = i.vG rtb r..W 10Hi.6;r j = J.IU *******************************************************t******************** FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )=))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVA T IONl FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(r'EET' = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWID T H(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TINE COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 STREETFLCW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 5.02 Tc(MIN.) = 17.26 * 100 YEAR RAINFALL INTENSI T Y(INCH/HR) = 3.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM REJiv.NT-AL '3-4 DWELLINGS/ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 12.32 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = TOTAL AREA(ACRES) - 6.30 PEAK FLOW RATE(CFS) = 14.-77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY�FEET/SEC.) = 3.07 DEPTH*VELOCITY = 1.27 *s**************s*uzu******************************************ssss**s**s FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8.1 )I))AD3 TION CF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 17.26 * 1C0 YEAR RAINFALL INiENSITY(INCH/HR) = 3.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM RESIDENTIAL '3-4 DWELLINGS/ACRE' A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) _ .95 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) _ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.60 TC(MIN.) = 17.26 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fp(INCH/HR)= .57 AREA -AVERAGED Fp(INCH/HR) _ .95 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 17.79 END OF RATIONAL METHOD ANALYSIS ---4"` ra r *** ********* ************************:****** ****************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * TR 15709 EXISTING AREA N/o PHASE 1 BDRY * DESIGN Q10 FOR BERM & DITCH ALONG NORTH BDRY OF PHASE 1 * * ************************************************************************** FILE NAME: T15709.010 TIME/DATE OF STUDY: 13:26 5/16/1997 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 = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA « INITIAL SUBAREA FLOW-LENGTH(FEET) = 652.00 ELEVATION DATA: UPSTREAM(FEET) = 1428.00 DOWNSTREAM(FEET) = 1415.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 20.633 * 10 YEAR RAINFALL INTENSITY INCH/HR = 1.897 SUBAREA Tc AND LOSS RATE DATA AMC II : DEVECS Tc LOPMENT USETYPE/ . SCS GROUPIL (ACRES) (INCH/HR) (DECIMAL) SCN (MIN.) NATURAL FAIR COVER "GRASS" A 1.90 .82 1.00 50 20.63 NATURAL FAIR COVER "GRASS" B 6.70 .57 57 1.00 69 20.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.87 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 9.87 ******************************************;********************************* FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 5.2 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< » » )TRAVELTIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION = 1415.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 456.00 CHANNEL SLOPE _ .0219 CHANNEL FLOW THRU SUBAREA(CFS) = 9.87 FLOW VELOCITY(FEET/SEC) = 3.69 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 22.69 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< MAINLINE Tc(MIN) = 22.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.792 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp A (ACRES) (INCH/HR) (DECIMAL)SCS CN NATURAL FAIR COVER "GRASS" A 3.30 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 7.90 .57 1-.00 - 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 11.60 EFFECTIVE AREA(ACRES) = 19.80 AREA -AVERAGED Fm(INCH/HR) = .63 AREA -AVERAGED Fp(INCH/HR) _ .63 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 20.66 **********************************:***************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA< « << UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1395.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 470.00 CHANNEL SLOPE _ .0213 CHANNEL FLOW THRU SUBAREA(CFS) = 20.66 FLOW VELOCITY(FEET/SEC) = 4.41 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 24.47 ***********:********:******:************************************************ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) *10YEARRAINFALL INTENSITY(INCH/HR) = 1.713 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 7.70 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.00 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 12.38 EFFECTIVE AREA(ACRES) = 33.50 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = 31.63 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 5.2 >>» )COMPUTE NATURAL VALLEY CHANNEL FLOW< « « » >>>TRAVELTIME THRU SUBAREA(« « UPSTREAM NODE ELEVATION = 1395.00 DOWNSTREAM NODE ELEVATION = 1385.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 493.00 CHANNEL SLOPE = .0203 CHANNEL FLOW THRU SUBAREA(CFS) = 31.63 FLOW VELOCITY(FEET/SEC) = 4.84 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 26.17 :,c:K************************ :**************:********************************** » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN NATURAL FAIR COVER "GRASS" A 11.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 13.18 EFFECTIVE AREA(ACRES) = 49.80 AREA -AVERAGED Fm(INCH/HR) = .69 AREA -AVERAGED Fp(INCH/HR) = .69 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 49.80 PEAK FLOW RATE(CFS) = 42.77 ***********************************;****:*********************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « <<< UPSTREAM NODE ELEVATION = 1385.00 DOWNSTREAM NODE ELEVATION = 1375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 539.00 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 42.77 FLOW VELOCITY(FEET/SEC) = 5.04 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 27.95 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 » >>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< « « MAINLINE Tc(MIN) = 27.95 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.581 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL (ACRES) (INCH/HR) (DECISCS (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 15.80 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.00 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.80 SUBAREA RUNOFF(CFS) = 15.40 EFFECTIVE AREA(ACRES) = 70.60 AREA -AVERAGED Fm(INCH/HR) = .71 AREA -AVERAGED Fp(INCH/HR) = .71 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 70.60 PEAK FLOW RATE(CFS) = 55.31 **************************************************************************** • FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5.2 > » >>COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < »>»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 1375.00 DOWNSTREAM NODE ELEVATION = 1365.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE _ .0201 CHANNEL FLOW THRU SUBAREA(CFS) = 55.31 FLOW VELOCITY(FEET/SEC) = 5.65 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 29.41 **************************:************************************************* FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 » >>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 29.41 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.534 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL AREA Fp Ap (ACRES) (INCH/HR) (DECISCS (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 18.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.60 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .77 SUBAREA AREA(ACRES) = 23.10 EFFECTIVE AREA(ACRES) = 93.70 AREA -AVERAGED Fp(INCH/HR) _ .73 TOTAL AREA(ACRES) = 93.70 SUBAREA RUNOFF(CFS) = 15.89 AREA -AVERAGED Fm(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 68.17 ****:***:**:**************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW< « << > » »TRAVELTIME THRU SUBAREA< « « . UPSTREAM NODE ELEVATION = 1365.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 408.00 CHANNEL SLOPE = .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 68.17 FLOW VELOCITY(FEET/SEC) = 6.63 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 30.44 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.44 * 10 YEAR RAINFAEL INTENSITY(INCH/HR) = 1.503 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 18.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.40 .57 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.50 SUBAREA RUNOFF(CFS) = 14.83 EFFECTIVE AREA(ACRES) = 116.20 AREA -AVERAGED Fm(INCH/HR) = .73 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 116.20 PEAK FLOW RATE(CFS) = 80.36 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW<<< « > » >>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 977.00 CHANNEL SLOPE = .0184 CHANNEL FLOW THRU SUBAREA(CFS) = 80.36 FLOW VELOCITY(FEET/SEC) = 6.04 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 33.14 .**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 >> » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< MAINLINE Tc(MIN) = 33.14 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.428 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN NATURAL FAIR COVER "GRASS" A 12.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.80 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 73 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 12.06 EFFECTIVE AREA(ACRES) = 135.40 AREA -AVERAGED m(INCH/HR) = .73 AREA -AVERAGED Fp(INCH/HR) _ .73 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) = 84.62 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 85.00 IS CODE = 5.1 >>» >COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<« << UPSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 CHANNEL SLOPE = .0054 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 84.62 FLOW VELOCITY(FEET/SEC) = 4.42 FLOW DEPTH(FEET) = 2.09 TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 35.93 :K:K*************::*********************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 35.93 RAINFALL INTENSITY(INCH/HR = 1.36 AREA -AVERAGED Fm(INCH/HR) _ .73 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = 1,00 EFFECTIVE STREAM AREA(ACRES) = 135.40 TOTAL STREAM AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.62 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 50.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA « INITIAL SUBAREA FLOW-LENGTH(FEET) = 727.00 ELEVATION DATA: UPSTREAM(FEET) = 1422.00 DOWNSTREAM(FEET) = 1410.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.)) = 22.381 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.807 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 3.30 .82 1.00 50 22.38 NATURAL FAIR COVER "GRASS" B 2.60 .57 1.00 69 22.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 5.84 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1410.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 5.84 FLOWW ELELOCITYIFEET/SEC1.43 3.03Tc((PER LAC2CD3.8HYDROLOGY MANUAL) **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 >>> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 23.81 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN NATURAL FAIR COVER "GRASS" A 1.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.90 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 7.48 EFFECTIVE AREA(ACRES) = 13.30 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.30 PEAK FLOW RATE(CFS) = 12.97 1: g* .K.COVK Kok*? ******1::(*******:KKK:K**:K*********************:K*:K*:K:K************* rg FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 5.2 » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < >>> »TRAVELTIME THRU SUBAREA « <<< UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 12.97 FLOW VELOCITY(FEET/SEC) = 3.70 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 24.98 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < *10YEAR AIINE cRAINFALL INTENSITY(INCH/HR) = 1.692 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 3.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.80 .57 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 8.70 EFFECTIVE AREA(ACRES) = 22.70 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 21.08 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW<<< « » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 458.00 CHANNEL SLOPE = .0218 CHANNEL FLOW THRU SUBAREA(CFS) = 21.08 FLOW VELOCITY(FEET/SEC) = 4.49 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 26.68 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< MAINLINE Tc(MIN) = 26.68 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.626 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 4.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 10.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 13.19 EFFECTIVE AREA(ACRES) = 37.60 AREA -AVERAGED Fm(INCH/HR) = .65 AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 32.93 **************************************************************:K************* FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 5.2 » > »COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < » » >TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1390.00 DOWNSTREAM NODE ELEVATION = 1380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 CHANNEL SLOPE = .0189 CHANNEL FLOW THRU SUBAREA(CFS) = 32.93 FLOW VELOCITY(FEET/SEC) = 4.73 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 28.54 **********V::K:I*************************:Kc********************************** * FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< MAINLINE Tc(MIN) = 28.54 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.562 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 5.90 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 9.60 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 15.50 SUBAREA RUNOFF(CFS) = 12.54 EFFECTIVE AREA(ACRES) = 53.10 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 53.10 PEAK FLOW RATE(CFS) = 43.29 *****: ************:********************************************************* FLOW PROCESS FROM NODE 70.00 TO NODE 75.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « < « » » >TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1380.00 DOWNSTREAM NODE ELEVATION = 1370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE = .0197 CHANNEL FLOW THRU SUBAREA(CFS) = 43.29 FLOW VELOCITY(FEET/SEC) = 5.22 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 30.16 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.16 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.511 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 10.40 .32 1.00 50 NATURAL FAIR COVER "GRASS" B 3.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 9.61 EFFECTIVE AREA(ACRES) = 67.20 AREA -AVERAGED Fm(INCH/HR) = .68 AREA -AVERAGED Fp(INCH/HR) _ .68 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 67.20 PEAK FLOW RATE(CFS) = 50.47 ***********:**************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1370.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 775.00 CHANNEL SLOPE = .0194 CHANNEL FLOW THRU SUBAREA(CFS) = 50.47 FLOW VELOCITY(FEET/SEC) = 5.40 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 32.55 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< « << MAINLINE Tc(MIN) = 32.55 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.443 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 17.70 .�2 1.00 50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.70 SUBAREA RUNOFF(CFS) = 9.93 EFFECTIVE AREA(ACRES) = 84.90 AREA -AVERAGED Fm(INCH/HR) = .71 AREA -AVERAGED Fp(INCH/HR) = .71 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 84.90 PEAK FLOW RATE(CFS) = 56.31 og**:K:K*:K)K:K**:K*)KK********)K*********************:K**)K***:K********************** FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 5.2 > » »COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < » » >TRAVELTIME THRU SUBAREA<« << UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1333.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 56.31 FLOW TRAVEL ETIME(MIN.FEE)T= 3.60 5Tc(MIN.) =PE36.15FCD YDROLOGY MANUAL) **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 > » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< « « MAINLINE Tc(MIN) = 36.15 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.355 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL AREA Fp Ap (ACRES) (INCH/HR) (DECISCS (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 6.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 12.20 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 11.61 EFFECTIVE AREA(ACRES) = 103.20 AREA -AVERAGED Fm(INCH/HR) = .70 AREA -AVERAGED Fp(INCH/HR) = .70 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 103.20 PEAK FLOW RATE(CFS) = 61.20 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) 36.15 RAINFALL INTENSITY(INCH/HR) = 1.36 AREA -AVERAGED Fm INCH/HR .70 AREA -AVERAGED Fp(INCH/HR) = .70 AREA -AVERAGED Ap = 1.00 TOTAL EFFECTSTREAMIVE RAREA(ACREAM ES)RES)103.20 03.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.20 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 84.62 35.93 1.360 .73(.73 1.00 135.40 1.00 2 61.20 36.15 1.355 .70.70 1.00 103.20 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 145.8 35.93 1.360 .718( .718) 1.00 238.0 1.00 2 145.2 36.15 1.355 .717( .717) 1.00 238.6 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.81 Tc(MIN.) = 35.930 EFFECTIVE AREA(ACRES) = 237.98 AREA -AVERAGED Fm(INCH/HR) = .72 AREA -AVERAGED Fp(INCH/HR) = .72 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 238.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 85.00 = 5232.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 238.60 TC(MIN.) = 35.93 EFFECTIVE AREA(ACRES) = 237.98 AREA -AVERAGED Fm(INCH/HR)= .72 AREA-AVErRAGEO_Fp(INCH/HR) _ .72 AREA -AVERAGED Ap = 1.00 ** PEAK FLOW RATE TABLE ** STREAM 0 To Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 145.E 35.93 1.360 2 145.2 36.15 1.355 Fp(Fm) (INCH/HR) .718 .718 .717 .717 r Ap Ae (ACRES) SOURCENODE 1.00 238.0 1.00 1.00 233.6 2.00 END OF RATIONAL METHOD ANALYSIS • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * TR 15709 EXISTING AREA N/o PHASE 1 BDRY * * DESIGN Q100 FOR BERM & DITCH ALONG NORTH BDRY OF PHASE 1 * * * ************************************************************************** FILE NAME: T15709.100 TIME/DATE OF STUDY: 13:18 5/16/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OREQUALTO THE UPSTREAM TRIBUTARY PIPE.* **** ** * * ** ** G A ** ***************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA « INITIAL SUBAREA FLOW-LENGTH(FEET) = 652.00 ELEVATION DATA: UPSTREAM(FEET) = 1428.00 DOWNSTREAM(FEET) 1415.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 20.633 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 2.846 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 1.90 .82 1.00 50 20.63 NATURAL FAIR COVER "GRASS" B 6.70 .57 1.00 69 20.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.21 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 17.21 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 5.2 >>> »COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1415.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 456.00 CHANNEL SLOPE _ .0219 CHANNEL FLOW THRU SUBAREA(CFS) = 17.21 FLOW VELOCITY(FEET/SEC) = 4.26 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 22.42 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 > » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 22.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708 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 3.30 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 7.90 .57 1.00 - 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 20.84 EFFECTIVE AREA(ACRES) = 19.80 AREA -AVERAGED Fm(INCH/HR) = .63 AREA -AVERAGED Fp(INCH/HR) = .63 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 36.98 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW< « << » » )TRAVELTIME THRU SUBAREA <<« < UPSTREAM NODE ELEVATION= 1405.00 DOWNSTREAM NODE ELEVATION = 1395.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 470.00 CHANNEL SLOPE = .0213 CHANNEL FLOW THRU SUBAREA(CFS) = 36.98 FLOW VELOCITY(FEET/SEC) = 5.18 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 23.93 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 23.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.604 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 7.70 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.00 .57 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 23.37 EFFECTIVE AREA(ACRES) = 33.50 AREA -AVERAGED Fm(INCH/HR) _ .66 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = 58.50 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< » >>>TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1395.00 DOWNSTREAM NODE ELEVATION = 1385.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 493.00 CHANNEL SLOPE _ .0203 CHANNEL FLOW THRU SUBAREA(CFS) = 58.50 FLOW VELOCITY(FEET/SEC) = 5.77 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 25.35 ************************;K****************************'*********************** » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 25.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.515 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 11.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 25.94 EFFECTIVE AREA(ACRES) = 49.80 AREA -AVERAGED Fm(INCH/HR) = .69 AREA -AVERAGED Fp(INCH/HR) = .69 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 49.80 PEAK FLOW RATE(CFS) = 81.76 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1385.00 DOWNSTREAM NODE ELEVATION = 1375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 539.00 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 81.76 FLOW VELOCITY(FEET/SEC) = 6.09 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 26.83 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) *100YEARALL INTENSITY(INCH/HR) = 2.431 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 15.80 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.00 .57 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.80 SUBAREA RUNOFF(CFS) = 31.31 EFFECTIVE AREA(ACRES) = 70.60 AREA -AVERAGED Fm(INCH/HR) = .71 AREA -AVERAGED Fp INCH/HR) = .71 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES)(= 70.60 PEAK FLOW RATE(CFS) = 109.30 **************************************************************************** • FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW< « << » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1375.00 DOWNSTREAM NODE ELEVATION = 1365.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE _ .0201 CHANNEL FLOW THRU SUBAREA(CFS) = 109.30 FLOW VELOCITY(FEET/SEC) = 6.92 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 28.03 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE RAINF *100YEAR ALL INTENSITY(INCH/HR) = 2.368 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 18.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.60 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .77 SUBAREA AREA(ACRES) = 23.10 EFFECTIVE AREA(ACRES) = 93.70 AREA -AVERAGED Fp(INCH/HR) = .73 TOTAL AREA(ACRES) = 93.70 SUBAREA RUNOFF(CFS) = 33.24 AREA -AVERAGED Fm(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 138.55 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < . UPSTREAM NODE ELEVATION = 1365.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 408.00 CHANNEL SLOPE _ .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 138.55 FLOW VELOCITY(FEET/SEC) = 8.20 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) _ .83 Tc(MIN.) = 28.86 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 » »)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) *100YEARRAINFALL INTENSITY(INCH/HR) = 2.327 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 18.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.50 SUBAREA RUNOFF(CFS) = 31.53 EFFECTIVE AREA(ACRES) = 116.20 AREA -AVERAGED Fm(INCH/HR) = .73 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 116.20 PEAK FLOW RATE(CFS) = 166.61 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 5.2 >>> »COMPUTE NATURAL VALLEY CHANNEL FLOW<<< « » >>>TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 977.00 CHANNEL SLOPE _ .0184 CHANNEL FLOW THRU SUBAREA(CFS) = 166.61 FLOW VELOCITY(FEET/SEC) = 7.52 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 31.02 •**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< « < MAINLINE Tc(MIN) = 31.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.228 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 12.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.80 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .73 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19,20 SUBAREA RUNOFF(CFS) = 25.89 EFFECTIVE AREA(ACRES) = 135.40 AREA -AVERAGED Fm(INCH/HR) _ .73 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) = 182.17 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 85.00 IS CODE = 5.1 > » >>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 CHANNEL SLOPE = .0054 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 182.17 FLOW VELOCITY(FEET/SEC) = 5.41 FLOW DEPTH(FEET) = 3.04 TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 33.30 ************ ***;************************************* ;********************* FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 33.30 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = .73 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 135.40 TOTAL STREAM AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.17 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 50.00 IS CODE = 2.1 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA « INITIAL SUBAREA FLOW-LENGTH(FEET) = 727.00 ELEVATION DATA: UPSTREAM(FEET) = 1422.00 DOWNSTREAM(FEET) = 1410.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.)) = 22.381 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.710 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 3.30 .82 1.00 50 22.38 NATURAL FAIR COVER "GRASS" B 2.60 .57 57 1.00 69 22.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.63 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 10.63 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW< « « » » >TRAVELTIME THRU SUBAREA<<< « UPSTREAM NODE ELEVATION = 1410.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE _ .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 10.63 FLOW TRAVELETIME(MIN.) = 1.23 FEE3Tc(MIN. PER ) =L23.6iHYDROLOGY MANUAL) **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 23.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.625 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECISCS (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.90 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 13.37 EFFECTIVE AREA(ACRES) = 13.30 AREA -AVERAGED Fm(INCH/HR) _ .66 AREA-AVERAGEO Fp(INCH/HR) = .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.30 PEAK FLOW RATE(CFS) = 23.55 %::X:K1K************x:Kit****:K;Kx*****************:K*****;K*****4*********:K:K**:K*:K:K*** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW< « « » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE _ .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 23.55 FLOW VELOCITY(FEET/SEC) = 4.34 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 24.61 *************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 24.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.560 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 3.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.80 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 16.05 EFFECTIVE AREA(ACRES) = 22.70 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 38.83 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 5.2 >> » >COMPUTE NATURAL VALLEY CHANNEL FLOW< « « » » >TRAVELTIME THRU SUBAREA< « << UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 458.00 CHANNEL SLOPE _ .0218 CHANNEL FLOW THRU SUBAREA(CFS) = 38.83 FLOW VELOCITY(FEET/SEC) = 5.32 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 26.04 :K:K******************************************************************* ******* FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8.1 > » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCSSOIL AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL)SCS CN NATURAL FAIR COVER "GRASS" A 4.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 10.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.90 • SUBAREA RUNOFF(CFS) = 24.57 EFFECTIVE AREA(ACRES) = 37.60 AREA -AVERAGED Fm(INCH/HR) = .65 AREA-TOTALAVERAGED AREA(ACCRESSTNCH/H37.60 +65 PEAK FLOWARATTE(CFS) = 61.65 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < >>>>>TRAVELTIME THRU SUBAREA<< « < UPSTREAM NODE ELEVATION = 1390.00 DOWNSTREAM NODE ELEVATION = 1380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 CHANNEL SLOPE = .0189 CHANNEL FLOW THRU SUBAREA(CFS) = 61.65 FLOW VELOCITY(FEET/SEC) = 5.66 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 27.60 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(« < MAINLINE Tc(MIN) = 27.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.390 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 5.90 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 9.60 .57 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 15.50 SUBAREA RUNOFF(CFS) = 24.10 EFFECTIVE AREA(ACRES) = 53.10 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 53.10 PEAK FLOW RATE(CFS) = 82.88 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 75.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA< « << UPSTREAM NODE ELEVATION = 1380.00 DOWNSTREAM NODE ELEVATION = 1370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE = .0197 CHANNEL FLOW THRU SUBAREA(CFS) = 82.88 FLOW VELOCITY(FEET/SEC) = 6.30 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 28.94 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8.1 >>> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 28.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323 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 10.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 3.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 19.92 EFFECTIVE AREA(ACRES) = 67.20 AREA -AVERAGED Fm(INCH/HR) = .68 AREA -AVERAGED Fp(INCH/HR) = .68 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 67.20 PEAK FLOW RATE(CFS) = 99.60 *****:********************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW< « << >»»TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 1370.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 775.00 CHANNEL SLOPE _ .0194 CHANNEL FLOW THRU SUBAREA(CFS) = 99.60 FLOW VELOCITY(FEET/SEC) = 6.60 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 30.90 **************************************************************************** FLOW PROCESS FROM, NODE 80.00 TO NODE 80.00 IS CODE = 8.1 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.234 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 17.70 .82 1.00 50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.03 SUBAREA AREA(ACRES) = 17.70 SUBAREA RUNOFF(CFS) = 22.52 EFFECTIVE AREA(ACRES) = 84.90 AREA -AVERAGED Fm(INCH/HR) = .71 AREA -AVERAGED Fp(INCH/HR) = .71 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 84.90 PEAK FLOW RATE(CFS) = 116.71 *************************:********************************************* ::K FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « < « » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1333.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 CHANNEL SLOPE _ .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 116.71 FLOW TRAVEL ETIIME(MIN.)T= 2.90 6Tc(MINER ) = 33.80FCD HYDROLOGY MANUAL) **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 33.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USETYPE/ SCS GROUPIL (ACRES) (INCH/HR) (DECISCS (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 6.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 12.20 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 24.15 EFFECTIVE AREA(ACRES) = 103.20 AREA -AVERAGED Fm(INCH/HR) = .70 AREA -AVERAGED Fp(INCH/HR) = .70 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES)= 103.20 PEAK FLOW RATE(CFS) = 131.92 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 33.80 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm INCH/HR = .70 AREA -AVERAGED Fp(INCH/HR)(= .70 AREA -AVERAGED Ap = 1,00 EFFECTIVE STREAM AREA(ACRES) = 103.20 TOTAL STREAM AREA(ACRES) = 103.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.92 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 182.17 33.30 2.136 .73( .73) 1.00 135.40 1.00 2 131.92 33.80 2.117 .70( .70) 1.00 103.20 2.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 313.9 33.30 2.136 .718( .718) 1.00 237.1 1.00 2 311.6 33.80 2.117 .717( .717) 1.00 238.6 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 313.88 Tc(MIN.) = 33.299 EFFECTIVE AREA(ACRES) = 237.09 AREA -AVERAGED Fm(INCH/HR) _ .72 AREA -AVERAGED Fp(INCH/HR) = .72 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 238.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 85.00 = 5232.00 FEET. - ENO OF STUDY SUMMARY: TOTAL AREA(ACRES) = 238.60 TC(MIN.) = 33.30 EFFECTIVE AREA(ACRES) = 237.09 AREA -AVERAGED Fm(INCH/HR)= .72 AREA -AVERAGES Fp(INCH/HR) = .72 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE TABLE ** • STREAM D Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 313.R 33.30 2.136 .718 .718 1.00 237.1 1.00 2 311.6 33.80 2.117 .71? .717 1.00 238.6 2.00 END OF RATIONAL METHOD ANALYSIS /,5i -27' 5.5' ?O' 5¢' 20' 2%' 5.5' /,5' 2Z �/ice/i •'v; �rr^..�.. ��.,4i _ .... -4 /8,5 -f-A33' LEVEL 2% a.N► 2y LINE Typical Section HORIZ: 1" = 10' VERT: 1" = 2' 270 Section Street Slope Street Capacity to: TC (cfs) R/W (cfs) A - A 0.0040 16.3 30.5 B - B 0.0050 18.2 34.2 C - C 0.0060 19.9 37.4 D - D 0.0074 22.1 41.6 E - E 0.0080 24.2 43.2 F - F 0.0090 24.4 45.8 G-G 0.0108 26.8 50.2 H-H 0.0115 27.6 51.8 I - I 0.0139 30.4 57.0 J-J 0.1460 31.0 58.4 K - K 0.0157 32.3 60.6 L-L 0.0163 32.9 61.7 M - M 0.0200 36.4 68.3 [File:\wp61 \15709tc] 6/2/97 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxtxtxtxxxxxxxxxx DESCRIPTION OF STUDY xtxxtxxxxxtttttxtxxxxxtxxx x TR 15709 ' * * TC CAPACITY SECTION A A * x S = 0.0040 • * xxtxxxxxxxxxxxxxxxxxxxtxxxxtxxtxxxxxxxxxxxxxxxxxxtxxxxxxxxxxxxxttxtxxxxxxx TIME/DATE OF STUDY: 11: 7 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 8.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.106 SUBCHANNEL FROUDE NUMBER = .833 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE SUBCHANNEL SLOPE(FEET/FEET)= .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 10.14 SUBCHANNEL FLOW(CFS) = 8.2 SUBCHANNEL FLOW AREA(FEET) = 3.87 SUBCHANNEL FLOW VELOCITTY(FEET/SEC.) = 2.105 SUBCHANNEL FROUDE NUMBER = .832 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 COMPUTEDIRREGULAR IRREGULARACHANNELOFLOW(CFS)NTED = 16.326.30 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xtxxxxxxtxxtxxxtxtxxtxxtxx DESCRIPTION OF STUDY tttxtt******************xx x TC CAPACITY SECTION B - B* x S = 0.0050 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxtxtxxxxxxxxxxxxxxtxtxxxxxxxxxxxtxxxxtxx TIME/DATE OF STUDY: 11:10 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) = .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.355 SUBCHANNEL FROUDE NUMBER = .931 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.354 SUBCHANNEL FROUDE NUMBER = .931 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 18.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 18.25 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ttttttttttttsttttttttttttt DESCRIPTION OF STUDY tttttttttttttttttttttt#tit t TC CAPACITY SECTION C - C.* t S = 0.0060 ttttttttt#tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt TIME/DATE OF STUDY: 11:14 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET/FEET) _ .006000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 10.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.580 SUBCHANNEL FROUDE NUMBER = 1.020 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 10.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.578 SUBCHANNEL FROUDE NUMBER = 1.019 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 19.90 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 19.99 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY txxttxxtttttttttttxtxxtxxx * TR 15709 t TC CAPACITY SECTION D - D * x S = 0.0074 t txtttxttxtttxtxttxxxxtxxtxxxtxxtxxtxtxttxtttttxstttttt:ttttttttxtuxxtttxt TIME/DATE OF STUDY: 11:16 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 7. SUBCHANNEL SLOPE(FEET/FEET)0= .007400 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 11.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.865 SUBCHANNEL FROUDE NUMBER = 1.132 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 11.1 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.863 SUBCHANNEL FROUDE NUMBER = 1.132 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 22.10 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 22.20 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 **********x*::********* ** DESCRIPTION OF STUDY _t************x************ * TR 15709 * * TC CAPACITY SECTION E - E * *S=0.0080 * ##**##tt###**tt#*##R#####tY##*#*#*3t###**2######t*##*##*#*#*#12#*######### TIME/DATE OF STUDY: 15:22 6/ 2/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 b 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) = .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.08 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.981 SUBCHANNEL FROUDE NUMBER = 1.178 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.07 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.980 SUBCHANNEL FROUDE NUMBER = 1.178 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 24.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.29 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.01 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 946-1311 Fax (909) 946-6464 ************************** DESCRIPTION OF STUDY ************************** * TC CAPACITY SECTION F - F * S = 0.0090 ******************************************************i******************* TIME/DATE OF STUDY: 11: 4 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.159 SUBCHANNEL FROUDE NUMBER = 1.249 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.158 SUBCHANNEL FROUDE NUMBER = 1.249 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 24.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.48 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 txttxtttxtttsttttttttttttt DESCRIPTION OF STUDY tttttttttttttttt******** * t TC CAPACITY SECTION G - G* t S = 0.0108 t tt#ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt TIME/DATE OF STUDY: 11:24 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.01 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .010800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.460 SUBCHANNEL FROUDE NUMBER = 1.368 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.51 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .010800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.459 SUBCHANNEL FROUDE NUMBER = 1.368 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 26.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 26.82 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************x:*:********** DESCRIPTION OF STUDY *****z*z**z********:****** * TR 15709 * TC CAPACITY SECTION H - H * * 5 = 0.0115 * ************:z**z******:*::*:*::******:*:*z**z:******z***************z**** TIME/DATE OF STUDY: 11:21 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.571 SUBCHANNEL FROUDE NUMBER = 1.412 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.570 SUBCHANNEL FROUDE NUMBER = 1.411 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 27.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 27.67 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxuxxxxxxxxxxxxxxxxxuxx * TR 15709 x * TC CAPACITY SECTION I - I, x x 5 = 0.0139 x xxxxxxx#xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxttxx TIME/DATE OF STUDY: 11:27 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .013900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.926 SUBCHANNEL FROUDE NUMBER = 1.552 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .013900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.925 SUBCHANNEL FROUDE NUMBER = 1.552 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 30.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 30.42 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS *t CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 :::::::::::::::::::::::::: DESCRIPTION OF STUDY ::::::::::::::::::::::::*: *C AP * TCACITY SECTION J- - J * S = 0.0146 .. * :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME/DATE OF STUDY: 11:30 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.024 SUBCHANNEL FROUDE NUMBER = 1.591 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.022 SUBCHANNEL FROUDE NUMBER = 1.590 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 31.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 31.18 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * TR 15709 x * TC CAPACITY SECTION K K x x S = 0.0157 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxtixxxxxxxxxxxxxxxxxx TIME/DATE OF STUDY: 11:33 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .015700 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.173 SUBCHANNEL FROUDE NUMBER = 1.649 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .015700 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.171 SUBCHANNEL FROUDE NUMBER = 1.649 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 32.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 32.33 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * TR 15709 x * TC CAPACITY SECTION L - L • * x S = 0.0163 * xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxixxxxxxxxxxxxxx:xxxx TIME/DATE OF STUDY: 11:36 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.252 SUBCHANNEL FROUDE NUMBER = 1.681 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.250 SUBCHANNEL FROUDE NUMBER = 1.680 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 32.90 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 32.95 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. xx RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxx#xxxxxxxxxxxxxxxxxx x TR 15709 x * TC CAPACITY SECTION M M $ x s = 0.020 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxsxx TIME/DATE OF STUDY: 11: 1 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 18.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.710 SUBCHANNEL FROUDE NUMBER = 1.862 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 18.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.708 SUBCHANNEL FROUDE NUMBER = 1.861 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 36.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 36.49 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * 15709 SECTION A - A* * R/W CAPACITY * S = 0.0040 * ******************************************************i******************* TIME/DATE OF STUDY: 13:17 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 15.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.136 SUBCHANNEL FROUDE NUMBER = .731 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 15.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.135 SUBCHANNEL FROUDE NUMBER = .731 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 30.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 30.59 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 *****x***x**************** DESCRIPTION OF STUDY *****x**x*x*************** * R/WI5709 CAPACITY SECTION B.- B * * S = 0.0050 * **x*****************************x**********************i*x*x************** TIME/DATE OF STUDY: 11:48 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.43 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.447 SUBCHANNEL FROUDE NUMBER = .822 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .28 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 SUBCHANNEL SLOPE(FEET/FEET)0= .005000 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.43 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.447 SUBCHANNEL FROUDE NUMBER = .822 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .28 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 34.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 36.37 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.15 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ****:********************* * R/WI5709 CAPACITY SECTION C - C * * S = 0.0060 * *************************************************:*::*$i***::************* TIME/DATE OF STUDY: 12: 0 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.615 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.615 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 37.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 37.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * TR * R/WI 5709 CAPACITY SECTION D - Et* * S = 0.0074 ************************************************************************** TIME/DATE OF STUDY: 13:15 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 20.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.905 SUBCHANNEL FROUDE NUMBER = .994 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 20.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.904 SUBCHANNEL FROUDE NUMBER = .994 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 41.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 41.61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS xx CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * TR R1/WCAPACITY SECTION E - E * x s : 0.0080 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxi*xxxxxxxxxxxxxxxxxx TIME/DATE OF STUDY: 12: 6 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 21.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.020 SUBCHANNEL FROUDE NUMBER = 1.033 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 21.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.019 SUBCHANNEL FROUDE NUMBER = 1.033 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 43.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 43.26 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxx*xxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxsxxxxxxxxxxxxxxxxxxxx * TR 15709 x * R/W/ CAPACITY SECTION F - F * x S = 0.0090 x TIME/DATE OF STUDY: 13: 9 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 22.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.203 SUBCHANNEL FROUDE NUMBER = 1.096 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 22.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.202 SUBCHANNEL FROUDE NUMBER = 1.096 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 45.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 45.88 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxx******xxxxxxxxxxxxxx * TR * R/WI5709 CAPACITY SECTION G - G $ S = 0.0108 x xxxxxxxxxxxxxxxxxxtxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxixxxxxxxxxxxxxxxxxx TIME/DATE OF STUDY: 12: 8 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET/FEET) _ .010800 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.509 SUBCHANNEL FROUDE NUMBER = 1.200 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 SUBCHANNEL SLOPE(FEET/FEET)0= .010800 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.508 SUBCHANNEL FROUDE NUMBER = 1.200 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 50.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 50.26 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxx:x:*****xxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxx:x::::::xx * TR * R/WI5709 CAPACITY SECTION H - H x S = 0.0115 xx:xx:xx:x:xxxx:xxxx:xxx:xx:x::::::xxxxxxxxxxxx:xxxxx:xxxxxxxxxxxxxxxxxxxx TIME/DATE OF STUDY: 11:51 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.621 SUBCHANNEL FROUDE NUMBER = 1.239 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.620 SUBCHANNEL FROUDE NUMBER = 1.239 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 51.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 51.87 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS.. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 *x*x*****xx***x**x*x****** DESCRIPTION OF STUDY ************************** * R/WI5709 CAPACITY 1 S E C T I O N I - I * * S = 0.0139 * x*******x**********************************************i*xxx*********xxx** TIME/DATE OF STUDY: 11:58 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .013900 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) = 28.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.981 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .013900 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) = 28.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) : 3.980 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 57.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 57.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * R/WI5709 CAPACITY !SECTION J -" J * * S = 0.0146 * ************************************************************************** TIME/DATE OF STUDY: 11:43 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8 51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 29.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.080 SUBCHANNEL FROUDE NUMBER = 1.396 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) _ .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 29.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.079 SUBCHANNEL FROUDE NUMBER = 1.396 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 58.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 58.44 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 #######################s## DESCRIPTION OF STUDY ########################## # TR 15709 #. * R/W CAPACITY j SECTION K K # S : 0.0157 ###########################*##############t############################### TIME/DATE OF STUDY: 16:42 6/ 2/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) : .015700 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) : 30.3 SUBCHANNEL FLOW AREA(SOUARE FEET) : 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) : 4.231 SUBCHANNEL FROUDE NUMBER : 1.447 SUBCHANNEL FLOW TOP-WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) : .015700 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) : 30.3 SUBCHANNEL FLOW AREA(SOUARE FEET) : 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) : 4.230 SUBCHANNEL FROUDE NUMBER : 1.447 SUBCHANNEL FLOW TOP-WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 60.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 60.60 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT DR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License I0 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-6464 tttxtttttttttttttttttttttt DESCRIPTION OF STUDY ************************** t TR 15709 t * R/W CAPACITY SECTION L - L t S = 0.0163 TIME/DATE OF STUDY: 13:32 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) = .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 30.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.311 SUBCHANNEL FROUDE NUMBER = 1.475 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X'. COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET/FEET) = .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 30.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.310 SUBCHANNEL FROUDE NUMBER = 1.475 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 61.70 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 61.75 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. xx RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxx* * TR 15709 x * R/W CAPACITY SECTION M - M * x S =0.020 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx#xxxxxxxxxxxxxxxxxx TIME/DATE OF STUDY: 13:12 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 34.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.775 SUBCHANNEL FROUDE NUMBER = 1.634 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE SUBCHANNEL SLOPE(FEET/FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 10.14 SUBCHANNEL FLOW(CFS) = 34.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.774 SUBCHANNEL FROUDE NUMBER = 1.634 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 68.40 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. • Given: C. B CUI1D' OPENING (SUMP) kJ/6,/ CP-r — (a) Discharge Q fa9 = I6 CFS (b) Curb type "A-2" "D" 4" Rolled • 6" Rolled Solution: 13 (depth at opening) = 8"inches h (height of opening) = inches . g 1 4,L- From Chart: Q/ft. of opening = L required = USE L= 411 /to /( CFS eghl2rag/9146C /3-S- e7 /.‘" = ft.. • a -31- 8i1 ft. • Given: C. B kopE klE37i 0_1 I CUIZEr OPENING (SUMP) 16.3 1-7,9 .v .2 Zi.P Cle3 z 41•,7 '•t• 32. c4f Atlad elS? #061.0 li..tP W637.1 EAST 7 (a) Discharge Q hp,f) gt g CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled • 6" ef ft Solution: II (depth at opening) h (height of opening) = 1..57 H/h = 6 = From Chart: Q/ft. of opening = L required = inches inches CFS— eAgra v ficaff 13r Z2,81 Co, = or ft.- USE L= • ft. -31- Page G-23 4' GUTTER DEPRESSION 61. iJ',y - oV-/0" (As(_ .7 I c, s tkit { I j { CI B r 1 -4 l L I• a 2 .3 GUTTER FLOW 0\ 0 • 3' 141 f { { w 17▪ 4 4 Emma it •4- I man...._..__ •4 3 ..7 .t .3 l0 —o (FEET) LOS ANGELES COUNTY FLOOD CONTROL DISTRICT SO 50 40 30 10 • 740 • • f/A/ • 4 3 2 CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE ■ .005 Rev. 6-12-84 D — 10A ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * CB 03 * * DEPTH OF FLOW * * * ************************************************************************** TIME/DATE OF STUDY: 17: 4 5/20/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 SUBCHANNEL SLOPE(FEET/FEET)0= .005000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.6 SUBCHANNEL FLOW AREA(SOUARE FEET) = 4.08 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.357 SUBCHANNEL FROUDE NUMBER = .931 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 9.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 9.61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.01 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. /O1o/— 9160 = des/ 4' GUTTER DEPRESSION Page G-24 Z 02 m .1 r 2 Il r (, r 3 . . GUTTER FLOW ,n a r- '[.1; jt AP U) 1 (t ref .5 A .T .S .! LO —0 (FEET) 30 40 s0 • • 1 LOS ANGELES COUNT ' FLOOD CONTROL DISTRICT CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE • .01 CB #! Q= /3,2fs s = D1 / q D = 6/fig n- Ina ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ***::****::****:****:**:** DESCRIPTION OF STUDY *********:*******x******** * CB* 4 * * DEPTH OF FLOW * * * TIME/DATE OF STUDY: 17: 7 5/20/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET/FEET) _ .013900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.50 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.796 SUBCHANNEL FROUDE NUMBER = 1.539 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.49 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .19 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 13.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 13.27 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.98 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. d = r•98 - 9,6-a r= ¢8 Given: C. I3 . I1 4/006'dreer CUTE' OPENING (SUMP) Zoe%?IA OfgC eff- /,' • - 3•2- 74'25;3 f /DAL fila'3 6,01 GU• iota 2v./ e4 5 cr 44,3 cel# N (a) Discharge Q go = 2 ./ CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled " 1i"2 . Solution: H (depth at opening) = O inches h (height of opening) H/h S I43- = Ab- inches From Chart: Q/ft. of opening = /'� CFS _. L herOA/R/ J L required = 20i / I /�� = 12A.CZ ft. USE L= ft. Given: cLrr;r' OPENING (SUMP) (Pt t ga_ T- .1 •3 60. • ;o D � wit` 3 N 'Sail* (a) Discharge Q /t2 = Zg. $ CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: Ii (depth at opening) _ inches h (height of opening) x/h 8 /►S From Chart: Q/ft. of opening = L required USE = 6,6 inches 2/ 1 CFS 0DN P41 = /1 ' 7 ft. ft. 4' . GUTTER DEPRESSION Page G-24 ORIGINAL 1 1 { I a j I 1 r S0 50 40 io I0 Mat tt 2 3 4 .5 .$ .T .• ! LO GUTTER FLOWb—D (FEET) • • T 3 s I LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE 11.01 CB#7 Q S - Oa//S D=di3� n- R ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (C) Copyright 1983-94 Advanced Engineering Software (aes). Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole.and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * CB# 7 * * DEPTH OF FLOW * * * ************************************************************************** TIME/DATE OF STUDY: 13:25 5/20/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.32 2 16.00 10.00 3 16.17 9.50 4 17.50 9.61 5 17.51 9.64 SUBCHANNEL SLOPE(FEET/FEET)0= .011900 10.09 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 6.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.04 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.950 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 13.97 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .15 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.01 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.89 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 989-g 7-4.37 7 4- el/ CA-WU/Ice" Given: C. B 9. c u n• OPENING (SUMP) (a) Discharge = /53 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled • 4-af //&?'•• Solution: II (depth at opening) h (height of opening) H/h = / From Chart: Q/ft. of opening L required = USE L • inches ‘,67 inches /23 = p CFS_ OdP,04 = ft. • ft. C Given: C. D. 11 /0 0L/ cUfr;• OPENING (SUMP) J'6f f r f /z r' z Z /7, S y ¢2. 8 .Q.i .moo. et) �� 6 /r/3 (a) Discharge Q t' = CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled . 6rlep £"3 2. Solution: H (depth at opening) h .(height of opening) H/h = i4'. inches inches . /, 23 2/ycAte/ From Chart: Q/ft. of opening = /&• CFS C4 Tg,V/o, /3j_ L required = Z /e' / // 6i = /5,3 r ft. • USE L= ft. Wr#our s cavo,4gy ocfrZ j u,BL ' 7#/s e . 2, . i fE;etefeel'C�r� ; o va �=-Zf g G U i ���/, ,� t 0 z Zg / g ,�12r VE�/� `� STjGG A 7PT6.4 �it/G,�5 t of C • • • M N1 Vf HF-F W W W W W W X X X Y1 M N 0 0 0 Y9 O O - C Na CI CI CI CI CI • a/v/1) eg # /o 31 if '7 I/ 46 /s %€/ 6(7/O/ )VL- & f'/zo2/4j3 )4-6 /Z,Wldd 70 Si D /(/// C- #// L - 7' J` ? 42g 5'J / z = /6,6 C/6#/0 ) L = .2/ Ci -2' ¢2e8z/6,/X2 b,L`2f8rj Z6- ¢2.6 2/</Xz=4nScfs, 321 . 2' GUTTER DEPRESSION 60 SO 40 Z 30 0 0 1- 20 %s ly JR a 2 3 .4 3/ .S .7.331.0 GUTTER FLOW DEPTH (FEET) STREET SLOPE= 0.030 NOTE: Curves between D= 0. 67' and 1.0' are not from model test data and will be revised in the future when additional model test data are available. LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CB #/00/Z z� Q 48 C 2 46W S • d2 D - D, ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Phone (909)a948-1311aaronga,Fax (909) 948-8464 t************************* DESCRIPTION OF STUDY ************************** *CB#12&13 * * DEPTH OF FLOW �� 08 ti 'Z * * L * ********t*tt***tt***************************t***********************t***** TIME/DATE OF STUDY: 15:11 5/22/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 SUBCHANNEL SLOPE(FEET/FEET= .020000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 24.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.94 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.039 SUBCHANNEL FROUDE NUMBER = 1.896 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 22.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .22 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 24.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.87 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.05 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. r /O U 5 - 9- .SO = d 576- o °' tC N. 1.0 %\ N N 4 •ttl Li l i 1 tilt 1, 1 0 1 1 1 l t 1 1! 1 1 i 1. ,. 1 i 1 ... 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F 0 5 1 5 P PAGE NO 3 • HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING TR 15709 • [File:15709A] LINE 'A' DESIGN 0 = 0100 • DATE: 6/ 2/1997 TIME: 8:31 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 4.00 CD 2 4 3.50 CD 3 4 3.00 CD 4 4 2.50 CD 5 4 2.00 CD 6 4 1.75 CD 7 4 1.50 CD 8 2 0 0.00 5.13 14.00 0.00 CD 9 4 2.25 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 852.00 6.40 1 15.70 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 867.00 7.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 913.00 11.04 1 0.013 0.00 60.00 0.00 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1014.95 12.00 1 0.013 0.00 42.00 0.00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * - * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1020.45 12.05 1 5 0 0.013 15.3 0.0 13.05 0.00 45.00 0.00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.34 12.19 1 0.013 0.00 48.00 0.00 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1382.48 15.45 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1387.98 15.50 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1455.92 15.83 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 10 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1465.15 15.87 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1535.84 16.21 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 12 IS A REACH * # t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1605.42 16.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1614.42 16.64 1 3 0 0.013 26.5 0.0 17.39 0.00 30.00 0.00 F 0 5 1 5 P PAGE NO 3 • WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH t * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1723.34 17.25 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1751.00 17.40 1 0.013 0.00 26.00 0.00 0 ELEMENT NO 16 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1757.00 18.40 3 9 0 0.013 18.6 0.0 19.03 0.00 51.00 0.00 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1794.03 19.31 3 0.013 0.00 64.00 0.00 0 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1850.00 20.69 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2068.03 26.71 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 20 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2106.47 27.77 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 21 IS A REACH t * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2111.13 27.82 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 22 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2115.13 27.87 3 0.013 0.00 0.00 0.00 1 ELEMENT NO 23 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2390.00 31.56 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 24 IS A JUNCTION * * * * * * t U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2391.75 31.58 3 5 0 0.013 9.1 0.0 32.40 0.00 30.00 0.00 F 0 5 1 5 P PAGE NO 4 • WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N 2422.49 31.99 3 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 26 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2427.75 32.04 3 7 6 0.013 7.1 14.7 33.00 33.20 30.00 30.00 ELEMENT NO 27 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2495.00 32.94 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 28 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2495.00 32.94 8 0,200 ELEMENT NO 29 IS A SYSTEM HEADWORKS $ $ U/S DATA STATION INVERT SECT W S ELEV 2495.00 32.94 8 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 [File:15709A) LINE 'A' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *************************************************************************************m***tu************************************* 852.00 6.40 9.300 15.700 112.1 8.92 1.236 16.936 0.00 3.199 4.00 0.00 0.00 0 0.00 15.00 0.07600 .006090 0.09 1.456 0.00 867.00 7.54 8.251 15.791 112.1 8.92 1.236 17.027 0.00 3.199 4.00 0.00 0.00 0 0.00 46.00 0.07609 .006090 0.28 1.455 0.00 913.00 11.04 5.233 16.273 112.1 8.92 1.236. 17.509 0.00 3.199 4.00- 0.00 0.00 0 0.00 101.95 0.00942 .006090 0.62 2.716 0.00 1014.95 12.00 5.063 17.063 112.1 8.92 1.236 18.299 0.00 3.199 4.00 0.00 0.00 0 0.00 JUNCT STR 0.00909, La r 1(9 A ed,vreDL .005315 0.03 0.00 1020.45 12.05 5.541 96.8 7.70 0.921 18.512 0.00 2.982 4.00 0.00 0.00 0 0.00 14.89 0.00940 .004541 0.07 2.454 0.00 1035.34 12.19 5.603 17.793 96.8 7.70 0.921 18.714 0.00 2.982 4.00 0.00 0.00 0 0.00 330.50 0.00939 .004510 1.49 2.455 0.00 1365.84 15.29 4.000 19.294 96.8 7.70 0.921 20.215 0.00 2.982 4.00 0.00 0.00 0 0.00 16.64 0.00939 .004255 0.07 2.455 0.00 1382.48 15.45 3.901 19.351 96.8 7.75 0.933 20.284 0.00 2.982 4.00 0.00 0.00 0 0.00 5.50 0.00909 .004006 0.02 2.481 0.00 1387.98 15.50 3.867 19.367 96.8 7.78 0.941 20.308 0.00 2.982 4.00 0.00 0.00 0 0.00 67.94 0.00486 .003956 0.27 3.165 0.00 1455.92 15.83 3.785 19.615 96.8 7.87 0.961 20.576 0.00 2.982 4.00 0.00 0.00 0 0.00 9.23 0.00433 .003928 0.04 3.370 0.00 1465.15 15.87 3.780 19.650 96.8 7.87 0.962 20.612 0.00 2.982 4.00 0.00 0.00 0 0.00 • 70.69 0.00481 .003933 0.28 3.180 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) TR 15709 LINE 'A' DESIGN Q = 0100 F0515P WATER SURFACE PROFILE LISTING (File:15709A) PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1535.84 16.21 3.690 19.900 96.8 7.99 0.991 20.891 0.00 2.982 4.00 0.00 0.00 0 0.00 69.58 0.00474 .003967 0.28 3.203 0.00 1605.42 16.54 3.602 20.142 96.8 8.12 1.024 21.166 0.00 2.982 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01111 LA-T " II CONTROL- .003196 0.03 0.00 1614.42 16.64 4.310 (0.950) 70.3 5.59 0.486 _ 21.436 0.00 2.535 • 4.00 • 0.00 0.00 0 0.00 96.64 0.00560 .002379 0.23 2.358 0.00 1711.06 17.18 4.000 21.181 70.3 5.59 0.486 21.667 0.00 2.535 4.00 0.00 0.00 0 0.00 12.28 0.00560 .002281 0.03 2.358 0.00 1723.34 17.25 3.956 21.206 70.3 5.61 0.488 21.694 0.00 2.535 4.00 0.00 0.00 0 0.00 2.38 0.00542 .002190 0.01 2.383 0.00 1725.72 17.26 3.947 21.210 70.3 5.61 0.488 21.698 0.00 2.535 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1725.72 17.26 1.562 18.825 70.3 15.46 3.712 22.537 0.00 2.535 4.00 0.00 0.00 0 0.00 9.17 0.00542 .023850 0.22 2.383 0.00 1734.89 17.31 1.532 18.845 70.3 15.86 3.907 22.752 0.00 2.535 4.00 0.00 0.00 0 0.00 16.11 0.00542 .026420 0.43 2.383 0.00 1751.00 17.40 1.480 18.880 70.3 16.64 4.299 23.179 0.00 2.535 4.00 0.00 0.00 0 0.00 JUNCT STR 0.16667 1.4-T 1'1-i/ '/VTROL .026787 0.16 0.00 1757.00 18.40 1.476 (9.876 :2) 51.7 14.94 3.465 23.341 0.00 2.339 3.00 0.00 0.00 0 0.00 37.03 0.02457 .025663 0.95 1.490 0.00 1794.03 19.31 1.467 20.777 51.7 15.05 3.516 24.293 0.00 2.339 3.00 0.00 0.00 0 0.00 55.97 0.02466 .026534 1.49 1.490 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) TR 15709 LINE 'A' DESIGN 0 = 0100 F0515P WATER SURFACE PROFILE LISTING [File:15709A] PAGE 3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1850.00 20.69 1.447 22.137 51.7 15.31 3.642 25.779 0.00 2.339 20.90 0.02761 .027088 0.57 1870.90 21.27 1.449 22.716 51.7 15.28 3.627 26.343 0.00 2.339 124.18 0.02761 .025398 3.15 1995.08 24.70 1.504 26.200 51.7 14.57 3.297. .29.497 0.00 2.339 46.13 0.02761 .022370 1.03 2041.21 25.97 1.562 27.531 51.7 13.89 2.998 30.529 0.00 2.339 26.82 0.02761 .019720 0.53 2068.03 26.71 1.623 28.333 51.7 13.25 2.725 31.058 0.00 2.339 14.13 0.02757 .017660 0.25 2082.16 27.10 1.670 28.770 51.7 12.78 2.538 31.308 0.00 2.339 14.06 0.02757 .015854 0.22 2096.22 27.49 1.736 29.223 51.7 12.19 2.308 31.531 0.00 2.339 10.25 0.02757 .014014 0.14 2106.47 27.77 1.807 29.577 51.7 11.62 2.098 31.675 0.00 2.339 4.66 0.01073 .013232 0.06 2111.13 27.82 1.800 29.620 51.7 11.67 2.116 31.736 0.00 2.339 4.00 0.01250 .013327 0.05 2115.13 27.87 1.798 29.668 51.7 11.69 2.122 31.790 0.00 2.339 74.07 0.01342 .013282 0.98 2189.20 28.86 1.804 30.668 51.7 11.64 2.104 32.772 0.00 2.339 121.59 0.01342 .012460 1.52 3.00 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.440 0.00 • 3.00 - 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.440 0.00 3.00 0.00 0.00 0 0.00 1.934 0.00 3.00 0.00 0.00 0 0.00 1.837 0.00 3.00 0.00 0.00 0 0.00 1.794 0.00 3.00 0.00 0.00 0 0.00 1.794 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) TR 15709 LINE 'A' DESIGN 0 = 0100 F0515P WATER SURFACE PROFILE LISTING [File:15709A] PAGE 4 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 2310.79 30.50 1.878 32.375 51.7 11.10 1.914 34.289 0.00 2.339 3.00 0.00 0.00 0 0.00 39.92 0.01342 .011047 0.44 1.794 0.00 2350.71 31.03 1.957 32.989 51.7 10.58 1.739 34.728 0.00 2.339 3.00 0.00 0.00 0 0.00 20.52 0.01342 .009813 0.20 1.794 0.00 2371.23 31.31 2.041 33.349 51.7 10.09 1.581 34.930 0.00 2.339 3.00 • 0.00 0.00 0 0.00 11.25 0.01342 .008738 0.10 1.794 0.00 2382.48 31.46 2.132 33.591 51.7 9.62 1.438 35.029 0.00 2.339 3.00 0.00 0.00 0 0.00 5.82 0.01342 .007807 0.05 1.794 0.00 2388.30 31.54 2.230 33.767 51.7 9.17 1.307 35.074 0.00 2.339 3.00 0.00 0.00 0 0.00 1.70 0.01342 .007001 0.01 1.794 0.00 2390.00 31.56 2.339 33.899 51.7 8.74 1.187 35.086 0.00 2.339 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01141 L44-7; 11¢ W C 1'T/ Z 7t Q05354 0.01 0.00 2391.75 31.58 3.154 42.6 6.03 0.564 35.298 0.00 2.126 3.00 0.00 0.00 0 0.00 16.58 0.01334 .004047 0.07 1.592 0.00 2408.33 31.80 3.000 34.801 42.6 6.03 0.564 35.365 0.00 2.126 3.00 0.00 0.00 0 0.00 14.16 0.01334 .003772 0.05 1.592 0.00 2422.49 31.99 2.840 34.830 42.6 6.15 0.588 35.418 0.00 2.126 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00951 L4? "/', 54 v5P' CONTROL 002251 0.01 0.00 2427.75 32.04 3.239 35.279 20.8 2.94 0.134 35.413 0.00 1.465 3.00 0.00 0.00 0 0.00 19.24 0.01338 .000965 0.02 1.063 0.00 2446.99 32.30 3.000 35.298 20.8 2.94 0.134 35.432 0.00 1.465 3.00 0.00 0.00 0 0.00 21.19 0.01338 .000904 0.02 1.063 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) TR 15709 LINE 'A' DESIGN Q = 0100 F0515P WATER SURFACE PROFILE LISTING [File:15709A] PAGE 5 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2468.18 32.58 2.721 35.302 20.8 3.09 0.148 35.450 0.00 1.465 11.70 0.01338 .000880 0.01 2479.88 32.74 2.560 35.298 20.8 3.24 0.163 35.461 0.00 1.465 9.39 0.01338 .000953 0.01 2489.27 32.86 2.427 35.290 20.8 3.39 0.179 35.469 0.00 1.465 5.73 0.01338 .001032 0.01 2495.00 32.94 2.344 35.284 20.8 3.51 0.191 35.475 0.00 1.465 WALL ENTRANCE 2495.00 32.94 2.693 35.633 20.8 0.55 0.005 35.638 0.00 0.409 3.00 0.00 0.00 0 0.00 1.063 0.00 3.00 0.00 0.00 0 0.00 1.063 0.00 3.00 • 0.00 0.00 0 0.00 1.063 0.00 3.00 0.00 0.00 0 0.00 0.00 5.13 14.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING lip HEADING LINE NO 1 IS - TR 15709 [Fi1e:B15709j LINE 'B' DESIGN 0 = 0100 HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - DATE: 6/ 4/1997 TIME: 15:34 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) ' Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 4.00 CD 2 4 3.50 CD 3 4 3.00 CD 4 4 2.50 CD 5 4 2.25 CD 6 4 1.75 CD 7 4 1.50 CD 8 2 0 0.00 6.30 14.00 0.00 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 782.58 13.78 1 17.78 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 990.00 15.90 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION x * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 991.50 15.92 1 7 0 0.013 10.6 0.0 17.17 0.00 29.56 0.00 ELEMENT NO 4 IS A REACH x * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1000.00 16.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH x * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.08 16.18 1 0.013 0.00 23.02 0.00 0 ELEMENT NO 6 IS A JUNCTION x * * * x x * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1020.58 16.21 1 4 0 0.013 32.2 0.0 16.96 0.00 29.56 0.00 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1031.82 16.32 1 0.013 0.00 21.00 0.00 0 ELEMENT NO 8 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1037.32 16.82 2 3 0 0.013 42.8 0.0 17.07 0.00 29.29 0.00 ELEMENT NO 9 IS A REACH * * x U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1043.89 16.93 2 0.013 0.00 11.86 0.00 0 ELEMENT NO 10 IS A REACH x * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.74 19.36 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION * * * * x x * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1187.09 19.40 2 5 0 0.013 23.0 0.0 20.03 0.00 45.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1208.30 19.77 2 0.013 0.00 30.00 0.00 0 ELEMENT NO 13 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1250.24 20.49 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1250.24 20.49 8 0.200 ELEMENT NO 15 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1250.24 20.49 8 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING • ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 [File:815709) LINE 'B' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ***************************************************************************************************************************mum 782.58 13.78 4.000 17.780 131.6 10.47 1.703 19.483 0.00 3.428 4.00 0.00 0.00 0 0.00 0.00 0.01022 .008337 0.00 2.983 0.00 782.58 13.78 4.000 17.780 131.6 10.47 1.703 19.483 0.00 3.428 4.00 0.00 0.00 0 0.00 45.63 0.01022 .007806 0.36 2.983 0.00 828.21 14.25 3.852 18.098 131.6 10.60 1.744 19.842 0.00 3.428 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 828.21 14.25 3.027 17.273 131.6 12.90 2.583 19.856 0.00 3.428 4.00 0.00 0.00 0 0.00 94.28 0.01022 .009663 0.91 2.983 0.00 922.49 15.21 3.090 18.300 131.6 12.63 2.477 20.777 0.00 3.428 4.00 0.00 0.00 0 0.00 55.36 0.01022 .008988 0.50 2.983 0.00 977.85 15.78 3.247 19.023 131.6 12.04 2.252 21.275 0.00 3.428 4.00 0.00 0.00 0 0.00 12.15 0.01022 .008175 0.10 2.983 0.00 990.00 15.90 3.428 19.328 131.6 11.48 2.046 21.374 0.00 3.428 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01333 .007454 0.01 0.00 991.50 15.92 4.170 20.090 121.0 9.63 1.440 21.530 0.00 3.310 4.00 0.00 0.00 0 0.00 8.50 0.00941 .007096 0.06 2.880 0.00 1000.00 16.00 4.150 20.150 121.0 9.63 1.440 21.590 0.00 3.310 4.00 0.00 0.00 0 0.00 18.08 0.00996 .007096 0.13 2.817 0.00 1018.08 16.18 4.244 20.424 121.0 9.63 1.440 21.864 0.00 3.310 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01200 .005459 0.01 0.00 1020.58 16.21 5.102 21.312 88.8 7.07 0.775 22.087 0.00 2.857 4.00 0.00 0.00 0 0.00 11.24 0.00979 .003822 0.04 2.290 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 (File:B15709] LINE 'B' DESIGN 0 = 0100 PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **********um*****************************************************************************************************************zt* 1031.82 16.32 5.110 21.430 88.8 7.07 0.775 22.205 0.00 2.857 4.00 0.00 0.00 0 0.00 JUNCT STR 0.09091 .002956 0.02 0.00 1037.32 16.82 5.134 21.954 46.0 4.78 0.355 22.309 0.00 2.116 3.50 0.00 0.00 0 0.00 6.57 0.01674 .002090 0.01 1.436 0.00 1043.89 16.93 5.064 21.994 46.0 4.78 0.355 22.349 0.00 2.116 3.50 0.00 0.00 0 0.00 103.15 0.01725 .002075 0.21 1.424 0.00 1147.04 18.71 3.500 22.210 46.0 4.78 0.355 22.565 0.00 2.116 3.50 0.00 0.00 0 0.00 18.84 0.01725 .001945 0.04 1.424 0.00 1165.88 19.04 3.175 22.210 46.0 5.01 0.390 22.600 0.00 2.116 3.50 0.00 0.00 0 0.00 9.70 0.01725 .001893 0.02 1.424 0.00 1175.58 19.20 2.987 22.189 46.0 5.26 0.430 22.619 0.00 2.116 3.50 0.00 0.00 0 0.00 7.43 0.01725 .002048 0.02 1.424 0.00 1183.01 19.33 2.831 22.161 46.0 5.52 0.473 22.634 0.00 2.116 3.50 0.00 0.00 0 0.00 1.73 0.01725 .002169 0.00 1.424 0.00 1184.74 19.36 2.793 22.153 46.0 5.59 0.485 22.638 0.00 2.116 3.50 0.00 0.00 0 0.00 JUNCT STR 0.01702 .001330 0.00 0.00 1187.09 19.40 3.132 22.532 23.0 2.53 0.100 22.632 0.00 1.473 3.50 0.00 0.00 0 0.00 10.01 0.01744 .000480 0.00 0.984 0.00 1197.10 19.57 2.952 22.527 23.0 2.66 0.110 22.637 0.00 1.473 3.50 0.00 0.00 0 0.00 8.28 0.01744 .000522 0.00 0.984 0.00 .1205.38 19.72 2.801 22.520 23.0 2.79 0.121 22.641 0.00 1.473 3.50 0.00 0.00 0 0.00 2.92 0.01744 .000557 0.00 0.984 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 [File:B15709] LINE 'B' DESIGN 0 = 0100 PAGE 3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ***$*t***t**txtxt:*tt********t****t*******txt******$xtxtx*****$**#x******tx*t:*******zxxx***t$*$***x*t*ttt***$***m***t$*#******t 1208.30 19.77 2.747 22.517 23.0 2.84 0.125 22.642 0.00 1.473 3.50 0.00 0.00 0 0.00 6.98 0.01717 .000599 0.00 0.990 0.00 1215.28 19.89 2.619 22.509 23.0 2.98 0.138 22.647 0.00 1.473 3.50 0.00 0.00 0 0.00 6.19 0.01717 .000668 0.00 0.990 0.00 1221.47 20.00 2.503 22.499 23.0 3.12 0.151 22.650 0.00 1.473 3.50 0.00 0.00 0 0.00 5.60 0.01717 .000748 0.00 0.990 0.00 1227.07 20.09 2.396 22.488 23.0 3.28 0.167 22.655 0.00 1.473 3.50 0.00 0.00 0 0.00 5.04 0.01717 .000839 0.00 0.990 0.00 1232.11 20.18 2.297 22.476 23.0 3.44 0.183 22.659 0.00 1.473 3.50 0.00 0.00 0 0.00 4.60 0.01717 .000944 0.00 0.990 0.00 1236.71 20.26 2.204 22.462 23.0 3.60 0.202 22.664 0.00 1.473 3.50 0.00 0.00 0 0.00 4.15 0.01717 .001064 0.00 0.990 0.00 1240.86 20.33 2.117 22.446 23.0 3.78 0.222 22.668 0.00 1.473 3.50 0.00 0.00 0 0.00 3.81 0.01717 .001203 0.00 0.990 0.00 1244.67 20.39 2.034 22.428 23.0 3.96 0.244 22.672 0.00 1.473 3.50 0.00 0.00 0 0.00 3.39 0.01717 .001360 0.00 0.990 0.00 1248.06 20.45 1.956 22.409 23.0 4.16 0.268 22.677 0.00 1.473 3.50 0.00 0.00 0 0.00 2.18 0.01717 .001512 0.00 0.990 0.00 1250.24 20.49 1.903 22.393 23.0 4.30 0.287 22.680 0.00 1.473 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1250.24 20.49 2.385 22.875 23.0 0.69 0.007 22.882 0.00 0.438 6.30 14.00 0.00 0 0.00 HEADING LINE NO 1 IS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '1' DESIGN 0 = 0100 [File:115709] DATE: 5/27/1997 TIME: 10:54 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE IL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CD 3 2 0 0.00 4.50 11.00 0.00 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S OATA STATION INVERT SECT W S ELEV 1.50 33.00 1 35.28 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 31.00 33.44 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 47.00 33.68 1 0.013 0.00 59.00 0.00 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 200.00 36.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH * * U/S DATA STATION INVERT SECT N - RADIUS ANGLE ANG PT MAN H 368.00 37.61 1 - 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 436.00 38.26 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 440.00 38.30 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 628.00 40.10 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 775.00 43.01 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 797.00 43.45 1 0.013 0.00 29.00 0.00 0 ELEMENT NO 11 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 845.00 44.40 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 845.00 44.40 3 0.200 ELEMENT NO 13 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 845.00 44.40 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING *x WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:115709] LATERAL '1' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH IR 1.50 33.00 2.280 35.280 14.7 6.11 0.580 35.860 0.00 1.422 29.50 0.01491 .008607 0.25 31.00 33.44 2.094 35.534 14.7 6.11 0.580 36.114 0.00 1.422 16.00 0.01500 .008607 0.14 47.00 33.68 2.086 35.766 14.7 6.11 0.580 36.346 0.00 1.422 51.18 0.01516 .008520 0.44 98.18 34.46 1.750 36.206 14.7 6.11 0.580 36.786 0.00 1.422 1.21 0.01516 .008520 0.01 99.39 34.47 1.750 36.224 14.7 6.11 0.580 36.804 0.00 1.422 HYDRAULIC JUMP 99.39 34.47 1.135 35.609 14.7 8.90 1.231 36.840 0.00 1.422 6.93 0.01516 .015062 0.10 106.32 34.58 1.139 35.719 14.7 8.87 1.221 36.940 0.00 1.422 61.64 0.01516 .014157 0.87 167.96 35.51 1.188 36.702 14.7 8.46 1.111 37.813 0.00 1.422 19.11 0.01516 .012602 0.24 187.07 35.80 1.240 37.044 14.7 8.06 1.010 38.054 0.00 1.422 8.88 0.01516 .011253 0.10 195.95 35.94 1.297 37.236 14.7 7.69 0.918 38.154 0.00 1.422 4.05 0.01516 .010094 0.04 200.00 36.00 1.360 37.360 14.7 7.33 0.834 38.194 0.00 1.422 168.00 0.00958 .009561 1.61 1.360 1.75 0.00 0.00 0 0.00 1.140 0.00 1.75 0.00 0.00 0 0.00 1.140 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 1.131 0.00 1.75 0.00 0.00 0 0.00 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) TRACT NO. 15709 LATERAL '1" DESIGN 0 = 0100 F0515P WATER SURFACE PROFILE LISTING [File:115709] PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD `GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 368.00 37.61 1.360 38.970 14.7 7.33 0.834 39.804 0.00 1.422 1.75 0.00 0.00 0 0.00 39.56 0.00956 .009561 0.38 1.360 0.00 407.56 37.99 1.360 39.348 14.7 7.33 0.834 40.182 0.00 1.422 1.75 0.00 0.00 0 0.00 28.44 0.00956 .009611 0.27 1.360 0.00 436.00 38.26 1.353 39.613 14.7 7.36 0.842 40.455 0.00 1.422 1.75 0.00 0.00 0 0.00 4.00 0.01000 .009611 0.04 1.330 0.00 440.00 38.30 1.360 39.660 14.7 7.33 0.834 40.494 0.00 1.422 1.75 0.00 0.00 0 0.00 54.45 0.00957 .009561 0.52 1.360 0.00 494.45 38.82 1.360 40.181 14.7 7.33 0.834 41.015 0.00 1.422 1.75 0.00 0.00 0 0.00 32.66 0.00957 .009681 0.32 1.360 0.00 527.11 39.13 1.344 40.478 14.7 7.41 0.853 41.331 0.00 1.422 1.75 0.00 0.00 0 0.00 31.08 0.00957 .010358 0.32 1.360 0.00 558.19 39.43 1.283 40.715 14.7 7.78 0.939 41.654 0.00 1.422 1.75 0.00 0.00 0 0.00 19.07 0.00957 .011561 0.22 1.360 0.00 577.26 39.61 1.227 40.841 14.7 8.15 1.032 41.873 0.00 1.422 1.75 0.00 0.00 0 0.00 15.18 0.00957 .012952 0.20 1.360 0.00 592.44 39.76 1.175 40.935 14.7 8.55 1.136 42.071 0.00 1.422 1.75 0.00 0.00 0 0.00 13.17 0.00957 .014554 0.19 1.360 0.00 605.61 39.89 1.127 41.013 14.7 8.97 1.249 42.262 0.00 1.422 1.75 0.00 0.00 0 0.00 11.72 0.00957 .016397 0.19 1.360 0.00 617.33 40.00 1.082 41.080 14.7 9.41 1.375 42.455 0.00 1.422 1.75 0.00 0.00 0 0.00 10.67 0.00957 .018509 0.20 1.360 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:115709] LATERAL '1' DESIGN 0 = 0100 PAGE 3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ' GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 628.00 40.10 1.040 41.140 14.7 9.87 1.511 42.651 0.00 1.422 78.89 0.01980 .019637 1.55 706.89 41.66 1.040 42.702 14.7 9.87 1.511 44.213 0.00 1.422 68.11 0.01980 .018995 1.29 775.00 43.01 1.063 44.073 14.7 9.61 1.433 45.506 0.00 1.422 22.00 0.02000 .017773 0.39 797.00 43.45 1.087 44.537 14.7 9.37 1.363 45.900 0.00 1.422 0.50 0.01979 .017153 0.01 797.50 43.46 1.087 44.547 14.7 9.35 1.358 45.905 0.00 1.422 21.29 0.01979 .016152 0.34 818.79 43.68 1.133 45.014 14.7 8.92 1.235 46.249 0.00 1.422 11.62 0.01979 .014349 0.17 830.41 44.11 1.182 45.293 14.7 8.50 1.122 46.415 0.00 1.422 7.14 0.01979 .012774 0.09 837.55 44.25 1.234 45.486 14.7 8.11 1.021 46.507 0.00 1.422 4.38 0.01979 .011401 0.05 841.93 44.34 1.290 45.629 14.7 7.73 0.928 46.557 0.00 1.422 2.33 0.01979 .010219 0.02 844.26 44.38 1.352 45.737 14.7 7.37 0.843 46.580 0.00 1.422 0.74 0.01979 .009209 0.01 845.00 44.40 1.422 45.822 14.7 7.02 0.766 46.588 0.00 1.422 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.031 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 1.040 0.00 1.75 0.00 0.00 0 0.00 . WALL ENTRANCE 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:115709] ' LATERAL '1' DESIGN 0 = 0100 PAGE 4 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF 'FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 845.00 44.40 2.765 47.165 14.7 0.48 0.004 47.169 0.00 0.381 4.50 11.00 0.00 0 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 [File:215709] LATERAL '2' DESIGN 0 = 0100 DATE: 5/ 9/1997 TIME: 13:27 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE Zl -ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 1.50 CD 3 2 0 0.00 4.50 10.00 0.00 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 0.00 32.00 1 36.43 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 60.00 34.00 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 60.00 34.00 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 60.00 34.00 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 is - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 •(File 215709) LATERAL '2' DESIGN 0 = 0100 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV PAGE 1 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **********************t****************t********************xtt**t********t*t*****t*stus*t****************:****tart*****t*** 0.00 32.00 4.430 36.430 21.6 4.40 0.301 36.731 0.00 1.580 60.00 0.03333 .003216 0.19 60.00 34.00 2.623 36.623 21.6 4.40 0.301 36.924 0.00 1.580 WALL ENTRANCE 60.00 34.00 3.211 37.211 21.6 0.67 0.007 37.218 0.00 0.525 2.50 0.00 0.00 0 0.00 0.955 0.00 2.50 0.00 0.00 0 0.00 0.00 4.50 10.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '3' DESIGN 0 = 0100 (File:315709] DATE: 5/27/1997 TIME: 9:41 • • F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CD 3 2 0 0.00 4.50 10.00 0.00 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1.50 33.00 2 35.28 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 68.00 34.17 2 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 68.00 34.17 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 68.00 34.17 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:315709] LATERAL '3' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH 1.50 33.00 2.280 35.280 7.8 4.41 0.303 35.583 0.00 1.082 66.50 0.01759 .006395 0.43 68.00 34.17 1.535 35.705 7.8 4.41 0.303 36.008 0.00 1.082 WALL ENTRANCE 68.00 34.17 2.136 36.306 7.8 0.37 0.002 36.308 0.00 0.266 ZR 1.50 0.00 0.00 0 0.00 0.840 0.00 1.50 0.00 0.00 0 0.00 0.00 4.50 10.00 0.00 0 0.00 HEADING LINE NO 1 IS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '4' DESIGN Q = Q100 [File:415709] DATE: 5/27/1997 TIME: 9:14 • F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CD 3 2 0 0.00 4.50 14.00 0.00 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 •IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1.50 32.40 1 ELEMENT NO 2 IS A REACH $ * U/S DATA STATION INVERT SECT N 26.00 33.41 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 26.00 33.41 3 0.200 W S ELEV 34.73 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * $ U/S DATA STATION INVERT SECT W S ELEV 26.00 33.41 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:415709) LATERAL '4' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 'GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM S0 SF AVE HF NORM DEPTH ZR ###########tt####X*######*######*#####*##########t#####*##################*##*###*#############*###2#3########22##############*#### 1.50 32.40 2.330 34.730 10.0 4.16 0.268 34.998 0.00 1.178 15.84 0.04122 .004573 0.07 17.34 33.05 1.750 34.803 10.0 4.16 0.268 35.071 0.00 1.178 3.66 0.04122 .004282 0.02 21.00 33.20 1.587 34.791 10.0 4.36 0.295 35.086 0.00 1.178 1.74 0.04122 .004181 0.01 22.74 33.28 1.493 34.769 10.0 4.57 0.325 35.094 0.00 1.178 1.24 0.04122 .004526 0.01 23.98 33.33 1.415 34.742 10.0 4.80 0.357 35.099 0.00 1.178 0.89 0.04122 .004979 0.00 24.87 33.36 1.347 34.711 10.0 5.03 0.393 35.104 0.00 1.178 0.61 0.04122 .005526 0.00 25.48 33.39 1.286 34.675 10.0 5.28 0.432 35.107 0.00 1.178 0.24 0.04122 .006171 0.00 25.72 33.40 1.230 34.629 10.0 5.54 0.476 35.105 0.00 1.178 HYDRAULIC JUMP 25.72 33.40 1.083 34.482 10.0 6.40 0.636 35.118 0.00 1.178 0.17 0.04122 .008785 0.00 25.89 33.41 1.128 34.534 10.0 6.10 0.577 35.111 0.00 1.178 0.11 0.04122 .007784 0.00 26.00 33.41 1.178 34.588 10.0 5.81 0.524 35.112 0.00 1.178 WALL ENTRANCE 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.700 0.00 1.75 0.00 0.00 0 0.00 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:415709] LATERAL '4' DESIGN 0 = 0100 PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 'GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR 26.00 33.41 1.992 35.402 10.0 0.36 0.002 35.404 0.00 0.251 4.50 14.00 0.00 0 0.00 FO515P PAGE NO 3 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - • WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '5' DESIGN 0 = 0100 [File:515709) DATE: 5/27/1997 TIME: 12: 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.25 CD 2 4 1.50 CD 3 2 0 0.00 4.49 14.00 0.00 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.25 19.03 1 19.88 ELEMENT NO 2 IS A REACH * ' * * U/S DATA STATION INVERT SECT N 45.00 20.00 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 45.00 20.00 3 0.200 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 45.00 20.00 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING *x WARNING NO. 2 x* - WATER SURFACE 'ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:515709] LATERAL '5' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ************************************************num**************************************************************************** 2.25 19.03 1.153 20.183 20.1 9.80 1.491 21.674 0.00 1.569 11.71 0.02269 .017237 0.20 13.96 19.30 1.183 20.479 20.1 9.49 1.397 21.876 0.00 1.569 11.29 0.02269 .015515 0.18 25.25 19.55 1.229 20.781 20.1 9.04 1.269 22.050 0.00 1.569 7.49 0.02269 .013688 0.10 32.74 19.72 1.277 20.999 20.1 8.62 1.155 22.154 0.00 1.569 5.00 0.02269 .012094 0.06 37.74 19.84 1.329 21.164 20.1 8.22 1.049 22.213 0.00 1.569 3.45 0.02269 .010700 0.04 41.19 19.91 1.383 21.297 20.1 7.84 0.954 22.251 0.00 1.569 2.25 0.02269 .009477 0.02 43.44 19.96 1.440 21.405 20.1 7.47 0.868 22.273 0.00 1.569 1.18 0.02269 .008411 0.01 44.62 19.99 1.502 21.493 20.1 7.13 0.788 22.281 0.00 1.569 0.38 0.02269 .007477 0.00 45.00 20.00 1.569 21.569 20.1 6.79 0.716 22.285 0.00 1.569 WALL ENTRANCE 45.00 20.00 2.698 22.698 20.1 0.53 0.004 22.702 0.00 0.400 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 1.075 0.00 2.25 0.00 0.00 0 0.00 0.00 4.49 14.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 • HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - • WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '6' DESIGN 0 = 0100 (File:615709] • • DATE: 5/29/1997 TIME: 9: 5 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) , Y(B) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 4 1.50 CD 3 2 0 0.00 4.50 21.00 0.00 F0515P PAGE NO 2 • WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 4.00 17.39 1 ELEMENT NO 2 IS A REACH # * U/S DATA STATION INVERT SECT N 28.00 19.48 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 28.00 19.48 3 0.200 W S ELEV 22.81 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS # U/S DATA STATION INVERT SECT W S ELEV 28.00 19.48 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:615709j LATERAL '6' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ***#################################*Y###k######################*######tt###*#X#####*X#t33##################*#*#*##*#t######## 4.00 17.39 5.420 22.810 28.6 4.05 0.254 23.064 0.00 1.731 24.00 0.08708 .002132 0.05 28.00 19.48 3.381 22.861 28.6 4.05 0.254 23.115 0.00 1.731 WALL ENTRANCE 28.00 19.48 3.886 23.366 28.6 0.35 0.002 23.368 0.00 0.386 3.00 0.00 0.00 0 0.00 0.801 0.00 3.00 0.00 0.00 0 0.00 0.00 • 4.50 • 21.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 • HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '9' DESIGN 0 = 0100 [File:915709) • DATE: 5/29/1997 TIME: 9:11 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) . Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CD 3 2 0 0.00 4.50 3.20 0.00 F0515P PAGE NO 2 • WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 3.37 13.05 1 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N 44.00 14.50 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE # U/S DATA STATION INVERT SECT FP 44.00 14.50 3 0.200 W S ELEV 16.66 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS $ U/S DATA STATION INVERT SECT W S ELEV 44.00 14.50 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:915709) LATERAL '9' DESIGN 0 = 0100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR nr*******x:*x**t:******x**x*s****x****t$*t*****z*$*************t***txxxt*x*:******t********t***xx*****x**t*x*tt*$t*x******x*x*t*$$ 3.37 13.05 3.610 16.660 15.3 4.87 0.368 17.028 0.00 1.410 40.63 0.03569 .005305 0.22 44.00 14.50 2.376 16.876 15.3 4.87 0.368 17.244 0.00 1.410 WALL ENTRANCE 44.00 14.50 3.036 17.536 15.3 1.58 0.039 .17.575 0.00 0.892 2.00 0.00 0.00 0 0.00 0.860 0.00 2.00 0.00 0.00 0 0.00 0.00 4.50 - 3.20 0.00 0 0.00 • HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '10' DESIGN 0 = 2 X 0100 (Fi1e:1015709) • DATE: 6/ 6/1997 TIME: 7:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) -Y(8). Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 1.50 CD 3 2 0 0.00 4.50 21.00 0.00 • F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 2.00 16.96 1 ELEMENT NO 2 IS A REACH $ * U/S DATA STATION INVERT SECT N 30.08 19.32 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 30.08 19.32 3 0.200 W S ELEV 21.31 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS $ # U/S DATA STATION INVERT SECT W S ELEV 30.08 19.32 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) TRACT NO. 15709 LATERAL '10' DESIGN 0 = 2 X 0100 F0515P WATER SURFACE PROFILE LISTING (File:1015709] PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2.00 16.96 4.350 21.310 32.2 6.56 0.668 21.978 0.00 1.932 2.50 0.00 0.00 0 0.00 24.06 0.08405 .007086 0.17 0.923 0.00 26.06 18.98 2.500 21.482 32.2 6.56 0.668 22.150 0.00 1.932 2.50 0.00 0.00 0 0.00 1.72 0.08405 .006602 0.01 0.923 0.00 27.78 19.13 2.338 21.465 32.2 6.75 0.707 22.172 0.00 1.932 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 27.78 19.13 1.598 20.725 32.2 9.72 1.466 22.191 0.00 1.932 2.50 0.00 0.00 0 0.00 0.41 0.08405 .012664 0.01 0.923 0.00 28.19 19.16 1.618 20.779 32.2 9.58 1.424 22.203 0.00 1.932 2.50 0.00 0.00 0 0.00 0.84 0.08405 .011928 0.01 0.923 0.00 29.03 19.23 1.687 20.918 32.2 9.13 1.295 22.213 0.00 1.932 2.50 0.00 0.00 0 0.00 0.58 0.08405 .010618 0.01 0.923 0.00 29.61 19.28 1.762 21.042 32.2 8.71 1.177 22.219 0.00 1.932 2.50 0.00 0.00 0 0.00 0.36 0.08405 .009479 0.00 0.923 0.00 29.97 19.31 1.842 21.153 32.2 8.30 1.070 22.223 0.00 1.932 2.50 0.00 0.00 0 0.00 0.11 0.08405 .008493 0.00 0.923 0.00 30.08 19.32 1.932 21.252 32.2 7.91 0.971 22.223 0.00 1.932 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 30.08 19.32 3.578 22.898 32.2 0.43 0.003 22.901 0.00 0.418 4.50 21.00 0.00 0 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL 'l0A' DESIGN 0 = 2 X 0100 {File:0A15709] • DATE: 6/ 6/1997 TIME: 8: 7 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 4 1.50 CD 3 2 0 0.00 5.00 3.17 0.00 • • F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 2.00 17.07 1 ELEMENT NO 2 IS A REACH $ # U/S DATA STATION INVERT SECT N 24.26 18.86 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 24.26 18.86 3 0.200 W S ELEV 21.95 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS t $ U/S DATA STATION INVERT SECT W S ELEV 24.26 18.86 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC • • LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:0A15709] LATERAL '10A' DESIGN 0 = 2 X Q100 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2.00 17.07 4.880 21.950 42.8 6.05 0.569 22.519 0.00 2.131 22.26 0.08041 .004776 0.11 24.26 18.86 3.196 22.056 42.8 6.05 0.569 22.625 0.00 2.131 WALL ENTRANCE 24.26 18.86 3.977 22.837 42.8 3.39 0.179 23.016 0.00 1.783 3.00 0.00 0.00 0 0.00 1.010 0.00 3.00 0.00 0.00 0 0.00 0.00 5.00 3.17 0.00 0 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '11' DESIGN 0 = 0100 [File:1115709] DATE: 5/27/1997 TIME: 11:49 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CO 3 2 0 0.00 4.50 11.00 0.00 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 2.00 16.85 2 ELEMENT NO 2 IS A REACH $ * U/S DATA STATION INVERT SECT N 6.00 18.85 2 0.014 ELEMENT NO 3 IS A WALL ENTRANCE $ U/S DATA STATION INVERT SECT FP 6.00 18.85 3 0.200 W S ELEV 20.04 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * # U/S DATA STATION INVERT SECT W S ELEV 6.00 18.85 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV t DC LICENSEE: MADOLE & ASSOCIATES (R.C.) TRACT NO. 15709 LATERAL Ill' DESIGN 0 = 0100 F0515P WATER SURFACE PROFILE LISTING (File:1115709] PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVEPR ELEV OF FLOW ELEV HEAD 'GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2.00 16.85 3.190 20.040 10.6 6.00 0.559 20.599 0.00 1.251 1.50 0.00 0.00 0 0.00 2.99 0.50000 .011810 0.04 0.400 0.00 4.99 18.35 1.737 20.083 10.6 6.00 0.559 20.642 0.00 1.251 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 4.99 18.35 0.864 19.210 10.6 10.05 1.568 20.778 0.00 1.251 1.50 0.00 0.00 0 0.00 0.10 0.50000 .028946 0.00 0.400 0.00 5.09 18.40 0.878 19.275 10.6 9.86 1.510 20.785 0.00 1.251 1.50 0.00 0.00 0 0.00 0.22 0.50000 .026602 0.01 0.400 0.00 5.31 18.50 0.913 19.418 10.6 9.41 1.374 20.792 0.00 1.251 1.50 0.00 0.00 0 0.00 0.18 0.50000 .023552 0.00 0.400 0.00 5.49 18.60 0.951 19.547 10.6 8.97 1.249 20.796 0.00 1.251 1.50 0.00 0.00 0 0.00 0.16 0.50000 .020893 0.00 0.400 0.00 5.65 18.67 0.991 19.664 10.6 8.55 1.135 20.799 0.00 1.251 1.50 0.00 0.00 0 0.00 0.12 0.50000 .018570 0.00 0.400 0.00 5.77 18.73 1.034 19.769 10.6 8.15 1.032 20.801 0.00 1.251 1.50 0.00 0.00 0 0.00 0.10 0.50000 .016556 0.00 0.400 0.00 5.87 18.78 1.081 19.865 10.6 7.77 0.938 20.803 0.00 1.251 1.50 0.00 0.00 0 0.00 0.07 0.50000 .014809 0.00 0.400 0.00 5.94 18.82 1.131 19.951 10.6 7.41 0.852 20.803 0.00 1.251 1.50 0.00 0.00 0 0.00 0.04 0.50000 .013308 0.00 0.400 0.00 5.98 18.84 1.187 20.029 10.6 7.07 0.775 20.804 0.00 1.251 1.50 0.00 0.00 0 0.00 0.02 0.50000 .012040 0.00 0.400 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:1115709) LATERAL '11' DESIGN Q = 0100 PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 6.00 18.85 1.251 20.101 10.6 6.73 0.703 20.804 0.00 1.251 WALL ENTRANCE 6.00 18.85 2.512 21.362 10.6 0.38 0.002 21.364 0.00 0.307 1.50 0.00 0.00 0 0.00 0.00 4.50 11.00 0.00 0 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - • F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 15709 LATERAL '13' DESIGN 0 = 0100 [File:1315709] • DATE: 6/ 6/1997 TIME: 8:23 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) ' Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.25 CD 2 4 1.50 CD 3 2 0 0.00 4.50 14.00 0.00 • F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 1.75 20.03 1 22.53 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N 32.60 21.81 1 0.014 ELEMENT NO 3 IS A WALL ENTRANCE # U/S DATA STATION INVERT SECT FP 32.60 21.81 3 0.200 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 32.60 21.81 3 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING t* WARNING NO. 2 1* - WATER SURFACE ELEVATION GIVEN I5 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • • LICENSEE: MADOLE & ASSOCIATES (R.C.) TRACT NO. 15709 LATERAL '13' DESIGN 0 = 0100 F0515P WATER SURFACE PROFILE LISTING (File:1315709] PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1.75 20.03 1.044 21.074 23.0 12.74 2.518 23.592 0.00 1.679 6.34 0.05770 .031345 0.20 8.09 20.40 1.078 21.474 23.0 12.21 2.317 23.791 0.00 1.679 5.67 0.05770 .027822 0.16 13.76 20.72 1.119 21.842 23.0 11.65 2.106 23.948 0.00 1.679 4.51 0.05770 .024494 0.11 18.27 20.98 1.161 22.144 23.0 11.11 1.915 24.059 0.00 1.679 3.57 0.05770 .021578 0.08 21.84 21.19 1.206 22.395 23.0 10.59 1.741 24.136 0.00 1.679 2.85 0.05770 .019037 0.05 24.69 21.35 1.254 22.608 23.0 10.10 1.583 24.191 0.00 1.679 2.30 0.05770 .016814 0.04 26.99 21.49 1.304 22.790 23.0 9.63 1.439 24.229 0.00 1.679 1.84 0.05770 .014861 0.03 28.83 21.59 1.356 22.948 23.0 9.18 1.308 24.256 0.00 1.679 1.41 0.05770 .013152 0.02 30.24 21.67 1.412 23.086 23.0 8.75 1.189 24.275 0.00 1.679 1.05 0.05770 .011665 0.01 31.29 21.73 1.472 23.206 23.0 8.34 1.081 24.287 0.00 1.679 0.74 0.05770 .010364 0.01 32.03 21.78 1.535 23.312 23.0 7.96 0.983 24.295 0.00 1.679 0.44 0.05770 .009229 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.892 0.00 s • LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:1315709) LATERAL '13' DESIGN 0 = 0100 PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 32.47 21.80 1.603 23.406 23.0 7.59 0.894 24.300 0.00 1.679 0.13 0.05770 .008242 0.00 32.60 21.81 1.679 23.489 23.0 7.23 0.811 24.300 0.00 1.679 WALL ENTRANCE 32.60 21.81 3.016 24.826 23.0 0.54 0.005 24.831 0.00 0.438 2.25 0.00 0.00 0 0.00 0.892 0.00 2.25 0.00 0.00 0 0.00 0.00 4.50 14.00 0.00 0 0.00 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - • F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TR 15709 BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS {Fi1e:T15709] • • DATE: 5/16/1997 TIME: 14:58 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10 ) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 1 0 0.00 4.00 1.00 2.00 40.00 0.00 CD 2 2 0 0.00 4.50 7.00 0.00 • • ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO F 0 5 15 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD -LISTING 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.00 31.00 1 2ISAREACH U/S DATA STATION 1240.00 3 IS A REACH s U/S DATA STATION 1740.00 4 IS A REACH $ U/S DATA STATION 2220.00 5 IS A REACH t U/S DATA STATION 2400.00 6ISAREACH U/S DATA 7 IS A REACH U/S DATA 8 IS A REACH U/S DATA STATION 2870.00 STATION 2960.00 STATION 3600.00 9 IS A WALL ENTRANCE U/S DATA STATION 3600.00 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION 3600.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS ** WARNING NO. 2 *z - WATER SURFACE ELEVA INVERT$ SECT* 33.00 1 INVERT$ SECT* 36.20 1 * * INVERT SECT 40.00 1 * * INVERT SECT 41.00 1 * * INVERT SECT 46.00 1 INVERT$ SECT* 49.70 1 INVERT$ SECT* 55.80 1 INVERT SECT 55.80 1 i W S ELEV 33.00 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.030 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 FP 0.200 INVERT SECT W S ELEV 55B0.8 BEG0.00 INNING NOW TION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV : INV + DC LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 (File:T15709) BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR s#***#s#s*****s********s*******ss##*s********s*******s**s***s#*******s******s***##*s***#**#####s#ssss* V/1000.00 31.00 2.000 33.000 314.0 3.65 0.207 33.207 0.00 1.669 4.00 1.00 2.00 0 0.00 10.46 0.00833 .005756 0.06 1.841 ***s 1010.46 31.09 1.952 33.039 314.0 3.83 0.228 33.267 0.00 1.669 4.00 1.00 2.00 0 0.00 13.22 0.00833 .006536 0.09 1.841 ## 1023.68 31.20 1.906 33.103 314.0 4.02 0.250 33.353 0.00 1.669 4.00 1.00 2.00 0 0.00 22.37 0.00833 .007422 0.17 1.841 t*** 1046.05 31.38 1.860 33.244 314.0 4.21 0.276 33.520 0.00 1.669 4.00 1.00 2.00 0 0.00 35.42 0.00833 .008114 0.29 1.841 *s 1081.47 31.68 1.841 33.520 314.0 4.30 0.287 33.807 0.00 1.669 4.00 1.00 2.00 0 0.00 158.53 0.00833 .008335 1.32 1.841 s**s /(1240.00 33.00 1.841 34.841 314.0 4.30 0.287 35.128 0.00 1.669 4.00 1.00 2.00 0 0.00 13.06 0.00640 .007843 0.10 1.936 s*ss 1253.06 33.08 1.886 34.970 314.0 4.10 0.261 35.231 0.00 1.669 4.00 1.00 2.00 0 0.00 43.98 0.00640 .006908 0.30 1.936 ssss 1297.04 33.37 1.932 35.297 314.0 3.91 0.237 35.534 0.00 1.669 4.00 1.00 2.00 0 0.00 64.80 0.00640 .006432 0.42 1.936 *us 1361.84 33.78 1.936 35.716 314.0 3.89 0.235 35.951 0.00 1.669 4.00 1.00 2.00 0 0.00 378.16 0.00640 .006395 2.42 1.936 ## /1740.00 36.20 1.936 38.136 314.0 3.89 0.235 38.371 0.00 1.669 4.00 1.00 2.00 0 0.00 20.84 0.00792 .006833 0.14 1.859 ## 1760.84 36.37 1.890 38.255 314.0 4.08 0.259 38.514 0.00 1.669 4.00 1.00 2.00 0 0.00 41.48 0.00792 .007593 0.31 1.859 s**s LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 (File:T15709] BERM & DITCH ALONG NORTH BORY OF PHASE 1 DESIGN 0100= 314 CFS PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR #tt#tt******#***********************$x#x#s***##*#############m:#######*###*#t########***#** 1802.32 36.69 1.859 38.552 314.0 4.22 0.276 38.828 0.00 1.669 417.68 0.00792 .007919 3.31 "2220.00 40.00 1.859 41.859 314.0 4.22 0.276 42.135 0.00 1.669 10.69 0.00556 .007451 0.08 2230.69 40.06 1.904 41.963 314.0 4.02 0.251 42.214 0.00 1.669 23.51 0.00556 .006563 0.15 2254.20 40.19 1.951 42.141 314.0 3.84 0.228 42.369 0.00 1.669 73.41 0.00556 .005846 0.43 2327.61 40.60 1.989 42.587 314.0 3.69 0.212 42.799 0.00 1.669 72.39 0.00556 .005546 0.40 V 2400.00 41.00 1.989 42.989 314.0 3.69 0.212 43.201 0.00 1.669 5.57 0.01064 .005926 0.03 2405.57 41.06 1.942 43.001 314.0 3.87 0.233 43.234 0.00 1.669 5.88 0.01064 .006729 0.04 2411.45 41.12 1.895 43.017 314.0 4.06 0.256 43.273 0.00 1.669 6.53 0.01064 .007641 0.05 2417.58 41.19 1.850 43.041 314.0 4.26 0.282 43.323 0.00 1.669 8.14 0.01064 .008677 0.07 2426.12 41.28 1.806 43.084 314.0 4.47 0.310 43.394 0.00 1.669 15.40 0.01064 .009852 0.15 2441.52 41.44 1.763 43.205 314.0 4.68 0.341 43.546 0.00 1.669 13.35 0.01064 .010552 0.14 1.859 1.989 1.989 1.989 1.989 1.758 1.758 4.00 1.00 2.00 0 0.00 4.00 1.00 2.00 0 0.00 **** 4.00 1.00 2.00 0 0.00 4.00 1.00 2.00 0 0.00 **** 4.00 1.00 2.00 0 0.00 **# 4.00 1.00 2.00 0 0.00 ## 4.00 1.00 2.00 0 0.00 **** 4.00 1.00 2.00 0 0.00 1.758 *#* 4.00 1.00 2.00 0 0.00 1.758 **** 4.00 1.00 2.00 0 0.00 1.758 **** 4.00 1.00 2.00 0 0.00 1.758 #** LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 (Fi1e:T15709) BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS PAGE 3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 2454.87 41.58 1.758 43.342 314.0 4.71 0.345 43.687 0.00 1.669 4.00 1.00 2.00 0 0.00 403.73 0.01064 .010630 4.29 1.758 **** 2858.60 45.88 1.758 47.637 314.0 4.71 0.345 47.982 0.00 1.669 4.00 1.00 2.00 0 0.00 HYDRAULIC JUMP **** 2858.60 45.88 1.583 47.462 314.0 5.79 0.521 47.983 0.00 1.669 4.00 1.00 2.00 0 0.00 0.48 0.01064 .01 :18 0.01 1.758 ***s 2859.08 45.88 1.571 47.455 314.0 5 0.536 47.991 0.00 1.669 4.00 1.00 2.00 0 0.00 1.64 0.01064 .020482 0.03 1.758 **** 2860.72 45.90 1.534 47.435 314.0 6.16 0.590 48.025 0.00 1.669 4.00 1.00 2.00 0 0.00 1.77 0.01064 .023258 0.04 1.758 **** 2862.49 45.92 1.497 47.417 314.0 6.46 0.649 48.066 0.00 1.669 4.00 1.00 2.00 0 0.00 1.84 0.01064 .026409 0.05 1.758 **** 2864.33 45.94 1.461 47.401 314.0 6.78 0.714 48.115 0.00 1.669 4.00 1.00 2.00 0 0.00 1.88 0.01064 .029988 0.06 1.758 **** 2866.21 45.96 1.426 47.386 314.0 7.11 0.785 48.171 0.00 1.669 4.00 1.00 2.00 0 0.00 1.90 0.01064 .034052 0.06 1.758 **** 2868.11 45.98 1.392 47.372 314.0 7.46 0.864 48.236 0.00 1.669 4.00 1.00 2.00 0 0.00 1.89 0.01064 .038666 0.07 1.758 **** 2870.00 46.00 1.359 47.359 314.0 7.82 0.950 48.309 0.00 1.669 4.00 1.00 2.00 0 0.00 57.49 0.04111 .041120 2.36 1.359 **** • 2927.49 48.36 1.359 49.722 314.0 7.82 0.950 50.672 0.00 1.669 4.00 1.00 2.00 0 0.00 22.19 0.04111 .042954 0.95 1.359 **** LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 (File:T15709] BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS PAGE 4 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ####t##########################################t*########tt#######################x#########x########t####ttx#x#tt#########ttxx#### 2949.68 49.28 1.337 50.613 314.0 8.08 1.013 51.626 0.00 1.669 10.32 0.04111 .047823 0.49 12960.00 49.70 1.305 51.005 314.0 8.47 1.114 52.119 0.00 1.669 302.42 0.00953 .009550 2.89 3262.42 52.58 1.305 53.888 314.0 8.47 1.114 55.002 0.00 1.669 158.51 0.00953 .009466 1.50. 3420.93 54.09 1.309 55.402 314.0 8.42 1.100 56.502 0.00 1.669 95.83 0.00953 .008823 0.85 3516.76 55.01 1.342 56.349 314.0 8.02 1.000 57.349 0.00 1.669 32.92 0.00953 .007770 0.26 3549.68 55.32 1.374 56.694 314.0 7.65 0.909 57.603 0.00 1.669 18.19 0.00953 .006843 0.12 3567.87 55.49 1.408 56.902 314.0 7.29 0.826 57.728 0.00 1.669 11.58 0.00953 .006026 0.07 3579.45 55.60 1.443 57.047 314.0 6.95 0.751 57.798 0.00 1.669 7.79 0.00953 .005307 0.04 3587.24 55.68 1.478 57.156 314.0 6.63 0.683 57.839 0.00 1.669 5.33 0.00953 .004673 0.02 3592.57 55.73 1.514 57.243 314.0 6.32 0.621 57.864 0.00 1.669 3.57 0.00953 .004116 0.01 3596.14 55.76 1.551 57.314 314.0 6.03 0.564 57.878 0.00 1.669 2.26 0.00953 .003625 0.01 4.00 1.00 2.00 0 0.00 1.359 t##x 4.00 1.00 2.00 0 0.00 1.305 tux 4.00 1.00 2.00 0 0.00 1.305 xxtt 4.00 1.00 2.00 0 0.00 1.305 t**x 4.00 1.00 2.00 0 0.00 1.305 xxtt 4.00 1.00 2.00 0 0.00 1.305 txxt 4.00 1.00 2.00 0 0.00 1.305 #x#t 4.00 1.00 2.00 0 0.00 1.305 ttxx 4.00 1.00 2.00 0 0.00 1.305 xxtx 4.00 1.00 2.00 0 0.00 1.305 xxxx 4.00 1.00 2.00 0 0.00 1.305 ##$# LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P WATER SURFACE PROFILE LISTING TR 15709 [File:T15709] BERM & DITCH ALONG NORTH BORY OF PHASE 1 DESIGN 0100= 314 CFS PAGE 5 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER l/ELEM SO SF AVE HF NORM DEPTH ZR **t**nt******t***********t************t***t******************t***************** t .tt*******t************tarn********04********* 3598.40 55.78 1.589 57.374 314.0 5.75 0.513 57.887 0.00 1.669 4.00 1.00 2.00 0 0.00 1.22 0.00953 .003193 0.00 1.305 a*t 3599.62 55.80 1.628 57.424 314.0 5.48 0.466 57.890 0.00 1.669 4.00 1.00 2.00 0 0.00 0.38 0.00953 .002808 0.00 1.305 *t*t 3600.00 55.80 1.669 57.469 314.0 5.22 0.423 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00 WALL ENTRANCE as 3600.00 55.80 1.670 57.470 314.0 5.21 0.422 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00 HYDRAULIC JUMP art 3600.00 55.80 1.669 57.469 314.0 5.22 0.423 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00