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HomeMy WebLinkAboutTract No. 16166 and 16166-1 Hydrology StudyALLAR]J ENGINEERING civil engineering land surveying lei limning TRACT 16166 & 16166-1 HYDROLOGY AND HYDRAULIC REPORT AE Job Number: 134.02 February 23, 2001 Revised: December 13, 2001 Revised: February 11, 2002 Revised: March 29, 2002 Revised: July 16, 2002 Prepared For: BCA Development, Inc. 4901 Birch Street, Suite C Newport Beach, CA 92660 (949) 450-9911 Fax (949) 450-9922 Prepared under the supervision of: Raymond J Allard, P.E. ACE 36052 Exp. 06-30-04 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 t"0 - 2 g -OZ. Table of Contents Introduction ..1 Purpose .1 Methodology .1 Findings 1 Summary ...1 Appendix Hydrology Exhibits Developed 100, 25,10 Year Hydrology Offsite Developed 100 Year & 25 Year Hydrology Undeveloped 100 Year & 25 Year Hydrology 100 Year & 10 Year Street Capacity Calculations Proposed 24" R.C.P. Lateral & Grate Inlet Calculations V-Ditch Calculations Reference Plans A) Existing Storm Drain Plans Tract 13750 Cherry Avenue B) Existing Street Improvement Plans Tract 13750 Cherry Avenue Hydrology Maps Developed Condition Hydrology Map Undeveloped Condition Hydrology Map Bridlepath Drive Hydrology Map Cherry Avenue Hydrology Map Introduction Tract 16616 is a proposed 75 single family lot subdivision located in the Hunter's Ridge Community of Fontana. It is bounded on the west by Bridlepath Drive, on the south by an elementary school, on the east by Cherry Avenue and on the north by Metropolitan Water District right-of-way. The 12-acre site was initially zoned for multifamily dwelling and the surrounding infrastructure sized accordingly. Purpose The purpose of this Hydrology and Hydraulics Report is to determine the 100-year and 10-year event storm water runoff for the site and to show that the drainage systems, comprised of the proposed streets, are adequately sized to carry the runoff. Methodology The rational method, as outlined by the current San Bernardino County Hydrology Manual, is used to determine the 100-year event, 25-year event and 10-year event storm runoff. Computer programs commonly used for this purpose are utilized herein. The capacity of the proposed streets and concrete ditches to carry the flows is shown utilizing computer programs for this purpose. Findings Onsite The proposed interior streets adequately carry the 100-year event runoff within the street right-of-way. The street also carries the 10-year event runoff within the confines of the curb. Offsite The combination concrete v-ditch and wall to be located along the north tract boundary will adequately carry the 100-year runoff from natural undeveloped Southern California Edison and Metropolitan Water District right-of-ways to a proposed 24" RCP which will tie into an existing 28' catch basin located on the west side of Cherry Avenue. According to the approved City of Fontana plans 1879 for Tract 13750, a 25-year event storm is used to design storm drain improvements located in Cherry Avenue. We have provided in this report, is a 25-year event storm hydrology for both developed and undeveloped condition. In the undeveloped condition there is approximately 25.5 cfs entering Cherry Avenue (see Undeveloped Condition Hydrology Exhibit) and there is approximately 29.1 cfs in the developed condition for Tract 16166. The developed 29.1 CFS will be picked up in Cherry Avenue by 2-28' wide catch basin and conveyed via pipe to existing storm drain facilities located in Cherry Avenue. The entire 29.1 CFS will be picked up by the catch basins in series, and our development run-off should not impact on the catch basin located at the intersection of Cherry and Bridlepath. Finally, a 25-year Hydrology and street capacity calculation have been provided for Bridlepath and Cherry Avenue. Summary The on -site streets and v-ditch proposed for the tract will adequately convey the 100-year event and the 10-year event storm water runoff to a safe and acceptable facility. H:\projects\Ben Anderson-134\Hunters Ridge\reports\16166 hydralc&hydro.doc HYDROLOGY EXHIBITS J.N. 134.02 3.5 3 2.5 co W U Z 2 = 2 O▪ . W 0 -J - J 4 u. 1.5 CC 0.5 / = 1,35ir -�i 5 10 25 50 RETURN PERIOD IN YEARS 3.5 3 2.5 2 (CC 1.5 Q5 0 00 NOTES I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR■ 0.931IAND 100-YEAR CNE HOUR 1 1.60% 1S-YEAR ONE HOURjI6.. 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' ''''•• *- •-;••••ZZ„..i2...-'3-...1•: F‘... ! . ' • :., . -1,.. .--."' .:1.7"3_........z, 1 .0- :.- '.'..--1:• .,.3' .,....: s '. ..: ' : ........Z......, ......-: , ...,.1.-....,.., ..._,:,_„,.. ....e... ..,...., ._.....L.,,,..........,.. -.. .. •i: 'E. C'e. -..,a›,,€).. .,-7_..• ia' '--!----_-- ... • .. ..t_._;._..„. . rueettx. r• • 44.17:77.4S' I • , • • :/it 4 - • r.aP-47 %-t-V4E • . ... - - !le ••• : ..- .1 1.".- i... ... e. • ..t,••,.: ,•';... . • „pi!' „.,. __,•••-•!,,,.:i '-r7-_ , -i .\-:':-;Yck- 1. -• I 1,,=,itti 1,- k - '' A r•---1--zi:4_71';','.. 4 -1.- r- -. .4,.•...., , •• ‹.. .. -=. • ......,::- - .--F•41—:, '",k111•!,;-=--41 :. ....•••• -,•- • :,• ' 4 •‘-F •••I 1:4- 4.-1 s .."..." •• ' •,.•--=--- "....‘-;11.•=, ...` r-- • -; • '-'... .... .,••• .. ' ••• • ••••- • ....• :••••••• : • ......• • ..• _, 1. • - • -. •-•-•.,...e."........a.•:1!'7, r.I.•••••••••i..".••• , •••••-•••••• -11"•....9. • :oat- .41...:-..--- - r - .• • .. .. ...."'''''.% " ". i. . ............ _ _....., . • ... 1 — ;.:-. R.-. •• 0S --rz 4 -, •‘.. -•'-- - : ;-.7.., -- • • •-! • . 4. .... " ....it--..,z., ,. • ••• • 41.. .• V. , .‘ • ' . e 1—• 2 i f • - : .. -- • f.. ' • .., • 44•( 1.. ' :- .1 . - a •:.:'.!;• ••••• -••• C.•:!* SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA • !AWAY AAA. ° \c 1. 5 14 1 312 v -r- ro r I. I !c`.1 t LE. 1. ARROWHEAD r r Y RA oLESMP 4f I, ,,, as RIV41 _ L1 UIGERME VALLEY •R2E °— T4N I,14 — 14000 lniEdigEIMI ® _iiimummana9412riTOEMBINIIIIIIPARIE k NIFAMBENEINEREWAINEN NiFirmagare--Aprimwommawri ® usg•- . � •''� . i _ _ k /ARIA ` I' �. f aON TA : (OW a,.. ,1153LI• IU„...i► COLT N pra4-7MO:MiTgragralkgrillillipliallINIEV AllbillETAKM: AMEN AISIMEPILIMENEFIGNIEW ‘Ira EMU WA-41101 �8'IISOL�INEESS PRECIPITATION (INCHES) '1]-10 R2E�- — �— �T4N v- I I , R ai,ktDi� :JIOA&rRS►t f,_*$ swt, ttA un efli a:"1 : ' ,.nwrt.uiApaima -FIGURE-11-4 DEVELOPED 100, 25, 10 PEAR HYDROLOGY J.N. 134.02 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract No. 16166, 100 Year Hydrology * * * File: Tr16166.dat FILE NAME: TR16166.DAT TIME/DATE OF STUDY: 13: 6 2/ 1/2002 ************************** * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.6300 *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) l 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 3 18.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 1587.60 DOWNSTREAM(FEET) = 1574.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.213 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.375 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 "5-7 DWELLINGS/ACRE" A 1.10 .98 .50 32, 8.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4 84 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.84 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1574.00 DOWNSTREAM ELEVATION(FEET) = 1570.50 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 10.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 9.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.989 SUBAREA LOSS RATE DATA(AMC II)i DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .41 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.87 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 9.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.989 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A• SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 2. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 2.60 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.67 60 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 10.53 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 9.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.989 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 2.20 EFFECTIVE AREA(ACRES) = 4. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 4.80 2.20 .98 RATE, Fp(INCH/HR) = .97 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.91 80 AREA -AVERAGED Fm(INCH/HR) = .49 .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 19.45 SCS CN .50 32 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE= 6.2 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1570.50 DOWNSTREAM ELEVATION(FEET) = 1568.70 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.09 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 18.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 10.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.534 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS'SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 3.28 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 20.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 18.38 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8.1 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 10.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.534 SUBAREA LOSS RATE DATA(AMC II) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 7. AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 7.10 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.10 10 AREA -AVERAGED Fm(INCH/HR) = .49 .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 25.86 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6.2 » » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1568.70 DOWNSTREAM ELEVATION(FEET) = 1566.90 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET. PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 27.37 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 20.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 12.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.218 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 26.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.97 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00.IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 12.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.218 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 9 AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 9.40 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.70 .40 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 31.56 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1566.90 DOWNSTREAM ELEVATION(FEET) = 1565.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.97 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 21.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.88 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 13.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.970 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.82 EFFECTIVE AREA(ACRES) = 10.30 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 10.30. PEAK FLOW RATE(CFS) = 32.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC. 1.86 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 13.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.970 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.50 EFFECTIVE AREA(ACRES) = 11.80 AREA -AVERAGED Fp(INCH/HR) = .98 TOTAL AREA(ACRES) = 11.80 SUBAREA RUNOFF(CFS) = 4.70 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 36.98 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> (STREET TABLE SECTION# 2 USED) «<« UPSTREAM ELEVATION(FEET) = 1565.10 DOWNSTREAM ELEVATION(FEET) = 1564.70 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF•= • STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.44 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 24.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = .59 Tc(MIN.) = 14.20 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .91 EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 36.98 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 24.85 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.10 TC(MIN.) = 14.20 EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 36.98 .49 END OF RATIONAL METHOD ANALYSIS *************************************&************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY ************************** * Tract 16166, 25year developed * * ************************************************************************** FILE NAME: TR16166B.DAT TIME/DATE OF STUDY: 13:14 2/ 1/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 3 18.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint.= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET)= 385.00 ELEVATION DATA: UPSTREAM(FEET) = 1587.60 DOWNSTREAM(FEET) = 1574.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.213 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.452 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 "5-7 DWELLINGS/ACRE" A 1.10 .98 .50 32 8.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3:92 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.92 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < >»» (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1574.00 DOWNSTREAM ELEVATION(FEET) = 1570.50 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 9.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.118 SUBAREA LOSS RATE DATA(AMC II)c DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .33 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.92 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 10.85 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.118 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES)'= 2. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 2.60 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.57 60 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 8.50 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 9.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.118 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.20 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.19 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 15.68 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6.2 . > » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1570.50 DOWNSTREAM ELEVATION(FEET) = 1568.70 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 'DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 16.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.80 - AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 11.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 16.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.65 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY(FT*FT/SEC. 1.23 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 11.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 7. AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 7.10 Fp Ap SCS (INCH/HR) (DECIMAL) CN 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.07 10 AREA -AVERAGED Fm(INCH/HR) = .49 .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 20.64 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1568.70 DOWNSTREAM ELEVATION(FEET) = 1566.90 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.83 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 18.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.46 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 8. A .90 .98 .50 32 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 .90 SUBAREA RUNOFF(CFS) = 2.39 8.00 AREA -AVERAGED Fm(INCH/HR) = .49 F. .98 AREA -AVERAGED Ap = .50 00 PEAK FLOW RATE(CFS) = 21.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 18.38 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN. RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 9. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 9.40 1.40 .98 .50 32 RATE,. Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.72 40 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 25.00 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STREET TABLE SECTION # 2 USED) « « < UPSTREAM ELEVATION(FEET) = 1566.90 DOWNSTREAM ELEVATION(FEET) = 1565.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00, INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.11 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.64 STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 14.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.22 EFFECTIVE AREA(ACRES) = 10.30 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 25.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 19.54 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 14.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.50. EFFECTIVE AREA(ACRES) = 11.80 AREA -AVERAGED Fp(INCH/HR) = .98 TOTAL AREA(ACRES) = 11.80 SUBAREA RUNOFF(CFS) = 3.70 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 29.12 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STREET TABLE SECTION # 2 USED) « « < UPSTREAM ELEVATION(FEET)=.1565.10 DOWNSTREAM ELEVATION(FEET) = 1564.70 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.48 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 22.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = .63 TC(MIN.) = 14.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.146 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE .50 32 .72 = .49 29.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 22.71 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.10 EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fp(INCH/HR = .98 PEAK FLOW RATE(CFS) = 29.12 TC(MIN.) = 14.65 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED Ap = .50 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC.' 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract No. 16166, 10 year Hydrology * * File: TR16166a.dat ************************** * * ************************************************************************** FILE NAME: TR16166A.DAT TIME/DATE OF STUDY: 13:10 2/ 1/2002 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 1587.60 DOWNSTREAM(FEET) = 1574.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.213 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.627 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 "5-7 DWELLINGS/ACRE" A 1.10 .98 .50 32 8.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = .3.11 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) 1 • 3.11 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1574.00 DOWNSTREAM ELEVATION(FEET) = 1570.50 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 9.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = .95 STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 9.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.341 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .26 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.84 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = .92 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO. NODE 12.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 9.42 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.341 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.40 EFFECTIVE AREA(ACRES) = 2. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 2.60 (ACRES) (INCH/HR) (DECIMAL) 1.40 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.59 60 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 9.42 • * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.341 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 2.20 EFFECTIVE AREA(ACRES) = 4. AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 4.80 AREA Fp Ap .SCS (ACRES) (INCH/HR) (DECIMAL) -CN 2.20 .98 .50 32 RATE, Fp(INCH/HR) = .97 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.65 80 AREA -AVERAGED Fm(INCH/HR) = .49 .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 12.33 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6.1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1570.50 DOWNSTREAM ELEVATION(FEET) = 1568.70 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 11.28 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998 SUBAREA LOSS RATE DATA(AMC II): 13.34 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 12.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.01 FLOW VELOCITY(FEET/SEC.)= 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 11.28 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.16 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.05 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6.1 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1568.70 DOWNSTREAM ELEVATION(FEET) = 1566.90 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = ' .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.73 16.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 12.95 * 10 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 RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 16.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.41 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC.) 1.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 12.95 * 10 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 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.86 EFFECTIVE AREA(ACRES) = 9.40 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = 19.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6.1 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1566.90 DOWNSTREAM ELEVATION(FEET) = 1565.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 20.08 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 14.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.579 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN, RESIDENTIAL "5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.69 EFFECTIVE AREA(ACRES) = 10.30 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 19.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.83 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) 1.36 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 14.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.579 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 1.50 EFFECTIVE AREA(ACRES) = 11. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 11.80 1.50 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.82 80 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 22.21 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 6.1 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1565.10 DOWNSTREAM ELEVATION(FEET) = 1564.70 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) 22.48 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 20.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = .69 Tc(MIN.) = 15.19 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.508 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .55 EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 22.21 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 20.58 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) 1.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.10 TC(MIN.) = 15.19 EFFECTIVE AREA(ACRES) = 12.10 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 22.21 END OF RATIONAL METHOD ANALYSIS 1 1 100-YEAR 25-YEAR OFFSITE (Bridlepath and Cherry) DEVELOPED HYDROLOGY H:\projects\Ben Anderson-134\Hunters Ridge\reports\16166 hydralc&hydro.doc **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/O1/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract 16166-100 year offsite hydrology * * ************************** * * ************************************************************************** FILE NAME: 0F16166.DAT TIME/DATE OF STUDY: 10:42 2/ 1/2002 * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - *TIME -OF -CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.6300 *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) 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT-HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 2 UNITS/ACRE.AND LESS; AND "VALLEY DEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 3-4 UNITS/ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 2.10 2-YR 24-HR RAINFALL DEPTH(INCH) = 4.00 100-YR 6-HR RAINFALL DEPTH(INCH) = 4.60 100-YR 24-HR RAINFALL DEPTH(INCH) = 10.10 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA -AVERAGED DURATION RAINFALL(INCH) 5-MINUTES .60 30-MINUTES 1.24 1-HOUR 1.63 3-HOUR 3.08 6-HOUR 4.60 24-HOUR 10.10 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1589.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.994 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250 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 GOOD COVER "GRASS" A 2.80 .94 1.00 38 18.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.83 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 9 » >,»COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1589.50 DOWNSTREAM NODE ELEVATION(FEET) = 1584.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.196 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER 1 "GRASS" A 2.10 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.05 AVERAGE FLOW DEPTH(FEET) = .80 FLOOD WIDTH(FEET) = 2.50 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .54 Tc(MIN.) = 19.53 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.27 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 9.97 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER -HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.00 FLOOD•WIDTH(FEET) = 2.50 FLOW VELOCITY(FEET/SEC.) = •9.70 DEPTH*VELOCITY(FT*FT/SEC) = 9.70 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 9 » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1584.00 DOWNSTREAM NODE ELEVATION(FEET) = 1580.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.141 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.30 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.49 AVERAGE FLOW DEPTH(FEET) = 1.05 FLOOD WIDTH(FEET) = 2.99 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .58 Tc(MIN.) = 20.11 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 14.29 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.11 FLOOD WIDTH(FEET) = 3.59 FLOW VELOCITY(FEET/SEC.) = 7.80 DEPTH*VELOCITY(FT*FT/SEC) = 8.65 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 9 » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1580.00 DOWNSTREAM NODE ELEVATION(FEET) = 1576.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. AVERAGE FLOW DEPTH(FEET) = •1.21 FLOOD WIDTH(FEET) "V" GUTTER FLOW TRAVEL TIME(MIN.) = .62 Tc(MIN.) = 3.084 = .800 SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AREA(ACRES) = 2.60 EFFECTIVE AREA(ACRES) = 9.80 AREA -AVERAGED Fp(INCH/HR) = .94 TOTAL AREA(ACRES) = 9.80 2.60 .94 1.00 38 .94 = 7.43 = 4.63 = 20.73 SUBAREA RUNOFF(CFS) = 5.03 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 18.95 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.26 FLOOD WIDTH(FEET) = 5.14 FLOW VELOCITY(FEET/SEC.) = 7.55 DEPTH*VELOCITY(FT*FT/SEC) = 9.54 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 9 » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1576.50 DOWNSTREAM NODE ELEVATION(FEET) = 1574.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 125.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.062 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.80 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.43 AVERAGE FLOW DEPTH(FEET) = 1.25 FLOOD WIDTH(FEET) = 5.03 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .25 Tc(MIN.) = 20.97 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.44 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 22.20 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.28 FLOOD WIDTH(FEET) = 5.32 FLOW VELOCITY(FEET/SEC.) = 8.53 DEPTH*VELOCITY(FT*FT/SEC) = 10.94 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 20.97 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 22.20 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract 16166 - 25 year offsite hydrology * ************************************************************************** FILE NAME: 0F16166B.DAT TIME/DATE OF STUDY: 10:53 2/ 1/2002 ************************** * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 • SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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) 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT-HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 2 UNITS/ACRE AND LESS; AND "VALLEY DEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 3-4 UNITS/ACRE'AND MORE. USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 2.10 2-YR 24-HR RAINFALL DEPTH(INCH) = 4.00 100-YR 6-HR RAINFALL DEPTH(INCH) = 4.60 100-YR 24-HR RAINFALL DEPTH(INCH) = 10.10 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA -AVERAGED DURATION RAINFALL(INCH) 5-MINUTES .60 30-MINUTES 1.24 1-HOUR 1.63 3-HOUR 3.08 6-HOUR 4.60 24-HOUR 10.10 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1608.00 DOWNSTREAM(FEET) = 1589.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.994 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.692 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A 2.80 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) .94 LOSS RATE, Fp(INCH/HR) = .94 AREA FRACTION, Ap = 1.00 4.42 2.80 PEAK FLOW RATE(CFS) 1.00 38 18.99 4.42 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 9 » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1589.50 DOWNSTREAM NODE ELEVATION(FEET) = 1584.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.647 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER Ap SCS (DECIMAL) CN "GRASS" A 2.10 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.05 AVERAGE FLOW DEPTH(FEET) = .80 FLOOD WIDTH(FEET) = 2.50 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .54 Tc(MIN.) = 19.53 SUBAREA AREA(ACRES) = 2.10 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fp(INCH/HR) = .94 TOTAL AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 3.23 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 7.55 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING -FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .80 FLOOD WIDTH(FEET) = 2.50 FLOW VELOCITY(FEET/SEC.) = 8.05 DEPTH*VELOCITY(FT*FT/SEC) = 6.44 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 9 »» >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1584.00 DOWNSTREAM NODE ELEVATION(FEET) = 1580.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL GOOD COVER "GRASS" A 2.30 .94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) • 7.17 AVERAGE FLOW DEPTH(FEET) = 1.00 FLOOD WIDTH(FEET) - 2.50 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .60 Tc(MIN.) = 20.14 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 3.44 EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 2.599 .800 AREA Fp Ap SCS• (ACRES) (INCH/HR) (DECIMAL) CN .94 1.00 38 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.00 FLOOD WIDTH(FEET) = 2.51 FLOW VELOCITY(FEET/SEC.) = 7.18 DEPTH*VELOCITY(FT*FT/SEC) .94 10.78 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 9 7.18 > »»COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM NODE ELEVATION(FEET) = 1580.00 DOWNSTREAM NODE ELEVATION(FEET) = 1576.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.550 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.60 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.05 AVERAGE FLOW DEPTH(FEET) = 1.10 FLOOD WIDTH(FEET) = 3.49 "V" GUTTER FLOW TRAVEL TIME(MIN.) = .65 Tc(MIN.) = 20.79 SUBAREA AREA(ACRES) = 2.60 EFFECTIVE AREA(ACRES) = 9.80 AREA -AVERAGED Fp(INCH/HR) = .94 TOTAL AREA(ACRES) = 9.80 SUBAREA'RUNOFF(CFS) = 3.78 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 14.24 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.15 FLOOD WIDTH(FEET) = 3.96 FLOW VELOCITY(FEET/SEC.) = 7.22 DEPTH*VELOCITY(FT*FT/SEC) = 8.28 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 9 » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = .1576.50 DOWNSTREAM NODE ELEVATION(FEET) = 1574.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 125.00 "V" GUTTER WIDTH(FEET) = 2.50 GUTTER HIKE(FEET) = .800 PAVEMENT LIP(FEET) = .200 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.80 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.13 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.),= .26 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fp(INCH/HR) = .94. TOTAL AREA(ACRES) = 11.60 8.07 3.84 21.05 = 2.58 AREA -AVERAGED Fm(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 16.65 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.16 FLOOD WIDTH(FEET) = 4.13 FLOW VELOCITY(FEET/SEC.) = 8.16 DEPTH*VELOCITY(FT*FT/SEC) = 9.49 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 21.05 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR)= .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 16.65 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver.,5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY ************************** * Tract 16166, Bridlepath 25 year developed hydrology * ************************************************************************** FILE NAME: BRDLPATH.DAT TIME/DATE OF STUDY: 8:35 3/29/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED.1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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 .018/ .018/ 020 .67 2.00 .03125 .1670 .01500 2 18.0 10.0 .020/ .020/ 020 .50 1.50 .03125 .1250 .01500 3 20.0 10.0 .020/ .020/ 020 .67 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************************,****************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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) = 1715.20 DOWNSTREAM(FEET) = 1664.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.740 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.289 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA • Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = FLOW PROCESS FROM NODE .76 .98 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .10 2.87 .76 PEAK FLOW RATE(CFS) = 2.87 Ap SCS Tc (DECIMAL) CN (MIN.) .10 32 8.74 2.00 TO NODE 3.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STREET TABLE SECTION # 3 USED) « «< UPSTREAM ELEVATION(FEET) = 1660.50 DOWNSTREAM ELEVATION(FEET) = 1612.60 STREET LENGTH(FEET) = 835.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 11.34 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.669 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 2.03 .98 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 2. 6.14 Ap SCS (DECIMAL) CN .10 32 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .10 2.03 SUBAREA RUNOFF(CFS) = 6.52 2.79 AREA -AVERAGED Fm(INCH/HR) = .10 _ .98 AREA -AVERAGED Ap = .10 79 PEAK FLOW RATE(CFS) = 8.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.87 DEPTH*VELOCITY(FT*FT/SEC.) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6.1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1612.60 DOWNSTREAM ELEVATION(FEET) = 1583.77 STREET LENGTH(FEET) = 613.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 13.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.354 SUBAREA LOSS RATE DATA(AMC II) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .47 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .47 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 3.26 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) = 9.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 5.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.26 TC(MIN.) = 13.16 EFFECTIVE AREA(ACRES) = 3.26 AREA -AVERAGED Fm(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 9.56 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. .8553 SIERRA AVENUE FONTANA, CALIFORNIA 92336. (909) 356 - 1815 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166, 25 YEAR EVENT STORM HYDROLOGY FOR CHERRY AVE. * * BY: JOE RAMIREZ ************************************************************************** FILE NAME: CHERRY.DAT TIME/DATE OF STUDY: 12:10 8/21/2002 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 3 20.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1100 .01500 4 36.0 10.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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) = 1715.20 DOWNSTREAM(FEET) = 1689.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.044 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.945 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A .77 .98 .10 32 10.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2..67 TOTAL AREA(ACRES) = .77 PEAK FLOW RATE(CFS) = 2.67 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STREET TABLE SECTION # 4 USED) « « < UPSTREAM ELEVATION(FEET) = 1689.80 DOWNSTREAM ELEVATION(FEET) = 1616.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 8.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 12.92 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.392 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.53 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 4.54. EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 6.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.55 FLOW VELOCITY(FEET/SEC.) = 6.19 DEPTH*VELOCITY(FT*FT/SEC.) = 2.16 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL » » >(STREET TABLE SECTION # 4 TIME THRU SUBAREA« « < USED) ««< UPSTREAM ELEVATION(FEET) = 1616. STREET LENGTH(FEET) = 870.00 STREET HALFWIDTH(FEET) = 36.00 00 DOWNSTREAM ELEVATION(FEET) = 1517.90 CURB HEIGHT(INCHES) = 8.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.66 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 14.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.124 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.15 .98 Ap SCS (DECIMAL) CN .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 3.13 EFFECTIVE AREA(ACRES) = 3.45 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.02 FLOW VELOCITY(FEET/SEC.) = 7.88 DEPTH*VELOCITY(FT*FT/SEC.) = 2.83 End surface flow calculation for Area Tributary to Line "M" See catch basin calculations for existing Line "M" **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1571.90 DOWNSTREAM(FEET) = 1549.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.977 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.220 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.13 .98 .10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.19 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 4.19 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1549.10 DOWNSTREAM ELEVATION(FEET) = 1534.44 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 11.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 12.17 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .93 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .93 SUBAREA RUNOFF(CFS) = 2.86 EFFECTIVE AREA(ACRES) = 2.06 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 6.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.27 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.06 TC(MIN.) = 12.17 EFFECTIVE AREA(ACRES) = 2.06 AREA -AVERAGED Fm(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 6.34 END OF RATIONAL METHOD ANALYSIS 1 1 1 1 1 1 1 UNDEVELOPED 100-YEAR 25-YEAR HYDROLOGY J.N. 134.02 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. .6101 CHERRY AVENUE FONTANA,' CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract 16166-100 year undeveloped condition * ************************** ************************************************************************** FILE NAME: UN16166.DAT TIME/DATE OF STUDY: 10:54 2/ 5/2002 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.6300 *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 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY. PIPE.* UNIT-HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 2 UNITS/ACRE AND LESS; AND "VALLEY DEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 3-4 UNITS/ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 2.10 2-YR 24-HR RAINFALL DEPTH(INCH) = 4.00 100-YR 6-HR'RAINFALL DEPTH(INCH) = 4.60 100-YR 24-HR RAINFALL DEPTH(INCH) = 10.10 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA -AVERAGED DURATION RAINFALL(INCH) 5-MINUTES .60 30-MINUTES 1.24 1-HOUR 1.63 3-HOUR 3.08 6-HOUR 4.60 24-HOUR 10.10 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 525.00 ELEVATION DATA: UPSTREAM(FEET) = 1614.50 DOWNSTREAM(FEET) = 1593.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.739 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.997 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 GOOD COVER "GRASS" A 6.00 .94 1.00 38 21.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 11.13 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 11.13 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« « < ELEVATION DATA: UPSTREAM(FEET) = 1593.20 DOWNSTREAM(FEET)'= 1574.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 520.80 CHANNEL SLOPE = .0359 CHANNEL FLOW THRU SUBAREA(CFS) = 11.13 FLOW VELOCITY(FEET/SEC) = 4.87 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 23.52 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 23.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap, = 1.00 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 19.90 EFFECTIVE AREA(ACRES) = 17.50 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.50 PEAK FLOW RATE(CFS) = Fp Ap ` SCS (INCH/HR) (DECIMAL) CN A 11.50 .94 1.00 .94 38 .94 30.29 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1574.50 DOWNSTREAM(FEET) = 1569.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 256.30 CHANNEL SLOPE = .0215 CHANNEL FLOW THRU SUBAREA(CFS) = 30.29 FLOW VELOCITY(FEET/SEC) = 4.92 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .87 Tc(MIN.) = 24.39 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 24.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.797 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL GOOD COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.20 EFFECTIVE AREA(ACRES) = 20. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 20.70 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 3.20 .94 1.00 38 RATE, Fp(INCH/HR) = .94 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.36 70 AREA -AVERAGED Fm(INCH/HR) = .94 .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 34.68 Begin Intial subarea for 2.9 acres located west side of project **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2.1 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 1610.00 DOWNSTREAM(FEET) = 1578.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.511 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.301 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 GOOD COVER "GRASS" A 2.90 .94 1.00 38 18.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 6.17 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 2.90 TC(MIN.) = 18.51 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR)= .94 • AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 6.17 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY * Tract 16166- 25 year undeveloped condition * ************************** ************************************************************************** FILE NAME: UN16166B.DAT TIME/DATE OF STUDY: 10:48 2/ 5/2002 * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT-HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 2 UNITS/ACRE AND LESS; AND "VALLEY DEVELOPED" S-GRAPH FOR DEVELOPMENTS OF 3-4 UNITS/ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 2.10 2-YR 24-HR RAINFALL DEPTH(INCH) = 4.00 100-YR 6-HR RAINFALL DEPTH(INCH) = 4.60 100-YR 24-HR RAINFALL DEPTH(INCH) = 10.10 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA -AVERAGED DURATION RAINFALL(INCH) 5-MINUTES .60 30-MINUTES 1.24 1-HOUR 1.63 3-HOUR 3.08 6-HOUR 4.60 24-HOUR 10.10 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 525.00 ELEVATION DATA: UPSTREAM(FEET) = 1614.50 DOWNSTREAM(FEET) = 1593.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.739 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.482 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 GOOD COVER "GRASS" A 6.00 .94 1.00 38 21.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.35 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« « < ELEVATION DATA: UPSTREAM(FEET) = 1593.20 DOWNSTREAM(FEET) = 1574.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 520.80 CHANNEL SLOPE = .0359 CHANNEL FLOW THRU SUBAREA(CFS) = 8.35 FLOW VELOCITY(FEET/SEC) = 4.53 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 23.66 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 23.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.360 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP NATURAL GOOD COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 11.50 EFFECTIVE AREA(ACRES) = 17. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 17.50 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 11.50 .94 1.00 38 RATE, Fp(INCH/HR) = .94 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.74 50 AREA -AVERAGED Fm(INCH/HR) = .94 .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 22.42 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« « < ELEVATION DATA: UPSTREAM(FEET) = 1574.50 DOWNSTREAM(FEET) = 1569.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 256.30 CHANNEL SLOPE = .0215 CHANNEL FLOW THRU SUBAREA(CFS) = 22.42 FLOW VELOCITY(FEET/SEC) = 4.53 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .94 Tc(MIN.) = 24.60 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 24.60 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.305 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.20 EFFECTIVE AREA(ACRES) = 20. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 20.70 Fp (INCH/HR) Ap SCS (DECIMAL) CN 3.20 .94 1.00 38 RATE, Fp(INCH/HR) = .94 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.94 70 AREA -AVERAGED Fm(INCH/HR) = .94 .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 25.50 Begin Intial subarea for 2.9 acres located west side of project **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET). = 1610.00 DOWNSTREAM(FEET) = 1578.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.511 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.734 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 GOOD COVER "GRASS" A 2.90 .94 1.00 38 18.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 4.69 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 18.51 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR)= .94 AREA -AVERAGED Fp(INCH/HR) = .94 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 4.69 END OF RATIONAL METHOD ANALYSIS 1 �1 1 25-Year (Existing Bridlepath and Existing Cherry Avenue), STREET CAPACITY & CATCH BASIN H:\projects\Ben Anderson-134\Hunters Ridge\reports\16166 hydralc&hydro.doc **************************************************************************** HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 11:21 5/2002 ************************** DESCRIPTION OF STUDY * STREET CAPACITY CALCULATION FOR Q100 * DEER DRIVE NODE 16 ************************** * * * * ************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .007600 CONSTANT STREET FLOW(CFS) = 37.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIORSTREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET), = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY = 1.96 **************************************************************************** HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 TIME/DATE OF STUDY: Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. (909) 356 - 1815 FAX (909) 356-1795 14 : 52 1/2002 ************************** DESCRIPTION OF STUDY * STREET CAPACITY CALCULATION FOR Q10 * DEER DRIVE NODE 16 **************************. * ************************************************************************** **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = .007600 CONSTANT STREET FLOW(CFS) = 22.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.46 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 11:37 2/ 6/2002 ************************** DESCRIPTION OF STUDY ************************** * STREET CAPACITY CALCULATIONS FOR BRIDLEPATH AT SORREL LANE * * * * **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .050790 CONSTANT STREET FLOW(CFS) = 8.92 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET),= .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 1.36 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 9: 3/29/2002 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166, BRIDLEPATH 25 YEAR STREET CAPACITY CALCULATION ************************************************************************** **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .050700 CONSTANT STREET FLOW(CFS) = 8.97 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.59 PRODUCT OF DEPTH&VELOCITY = 2.07 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 9: 7 .3/29/2002 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166, BRIDLEPATH EX. CATCH BASIN CALCULATION * * ************************************************************************** **************************************************************************** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.97 GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.1 2s 1 CFLow e\r) ` e cr- --6. l O. s (F aw hi) ) SCe Q2) -- 6, I 6rure2c) =---3.4(pzsed t-ieWS I -TOTA-L. QzdizbiZ e)12_42,e, q1517 61°i'L-4=1;:g.-014 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 9:15 3/29/2002 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166, SORREL LANE AND BRIDLEPATH STREET CAPACITY CALCULATION * * * * ******* ****************************************************************** * **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .050790 CONSTANT STREET FLOW(CFS) = 3.46 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42 PRODUCT OF DEPTH&VELOCITY = 1.28 ct kp cc -WI= O. 19' PL-ow st-i-DLAL.(D o .1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 16:17 8/28/2002 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166- STREET CAPACITY CALCULATION AT LINE "M" ON CHERRY AVE. * * * ************************************************************************** **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .035000 CONSTANT STREET FLOW(CFS) = 9.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.13 PRODUCT OF DEPTH&VELOCITY = 1.99 ************************** DESCRIPTION OF STUDY ************************** * TRACT 161666-EXISTING CATCH BASIN CALC. FOR LINE "M" C.B. 1 **********************************************************************•**** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb InletCapacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.40 GUTTER FLOWDEPTH(FEET) = .39 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 25.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.2 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.4 E1ST 1 NC CATCaigs �$ CC: 1 1 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver..5.1 Release Date:.01/01/95 License ID 1400 Analysisprepared by: ALLARD ENGINEERING 8253. SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:19 9/ 4/2002 ************************** DESCRIPTION OF STUDY ************************** * streeet Capacity Calc ation with Add. S.C.E. Run-off Ln ************************************************************************* **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = .026670 CONSTANT STREET FLOW(CFS) = 46.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING). = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET). = 36.00 DISTANCE FROM CROWN TO. CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL). = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE,AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 26.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.72 PRODUCT OF. DEPTH&VELOCITY = 4.34 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:26 9/ 4/2002 ************************** DESCRIPTION OF STUDY ************************** * Catch Basin Calculation w/portion of SCE run in Street * CAtch basin No. ! **1r* ik tk* t*1•1\ P'** g; * +* **tt'*** * *- ************* * * * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 46.30 GUTTER FLOWDEPTH(FEET) = .65 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 72.5 »»CALCULATED ESTIMATEDINTERCEPTION(CFS) = 26.2 C N14L0_a S 1 1 1 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:33 / 4/2002 = _ ==_=== ************************** DESCRIPTION OF STUDY ************************** * Catch Basin Calculation for remaining SCE flows CB 2 * ************** ********************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « * Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 20.10 GUTTER FLOWDEPTH(FEET) = .51 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 40.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.6 1 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:29 9/ 4/2002 ************************** DESCRIPTION OF STUDY ************************** * Street Capacity Calculation for Remain Edison Flows 20.1 CFS 1 VC ) **********************,r************************************************** * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .026670 CONSTANT STREET FLOW(CFS) = 20.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.02 - AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.38 PRODUCT OF DEPTH&VELOCITY = 2.73 _ 1 1 1 1 1 1 1 1 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:38 9/ 4/2002 == === == ************************** DESCRIPTION OF STUDY ************************** * Street Capacity Calculation at the intersection of Bridlepath & Cherry * With remaining flowby Run -off form edison corridor * * ************************************************************************** **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .020340 CONSTANT STREET FLOW(CFS) = 5.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.01- AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY = 1.31 1 1 1 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 15:43 9/ 4/2002 ************************** DESCRIPTION OF STUDY ************************** * Catch basin Calculation at Bridlepath and Cherry Ave. with SCE run-off * * * * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.60 GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.9 >» >CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.2 1 1 PROPOSED 24" R.C.P. LATERAL GRATE 1 � (CONNECTING INTO � EX. CATCH BASIN) I INLET, & LATERAL K-1 1 1 1 CALCULATIONS 1 1 1 1 1 1 1 T1 Tract 16166 0 T2 Existing Line "M" T3 SO 1003.0001563.760 1 1565.200 R 1052.8801568.600 1 .013 .000 .000 0 WE 1052.8801568.600 2 .250 SH 1052.8801568.600 2 1568.600 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.000 28.000 .000 .000 .00 Q 13.100 .0 I FILE: exlinem.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract 16166 Existing Line "M" PAGE Date:10-16-2002 Time: 1:47:11 Station L/Elem 1003.000 11.185 Invert Elev Ch Slope 1563.760 .0970 1014.184 1564.845 8.685 .0970 1022.869 1565.688 - 1- 6.402 .0970 1029.271 1566.309 4.938 .0970 1034.209 1566.788 3.927 .0970 1 1038.135 1567.169 3.200- I .0970 1041.336 1567.480 2.628 .0970 1043.964 1567.735 2.160 .0970 1046.124 1567.944 1.792 .0970 Depth (FT) Water Elev .712 1564.472 .735 1565.580 .763 1566.451 .792 1567.101 .823 1567.611 .856 .890 .926 1568.025 1568.370 1568.661 .965 1568.909 Q (CFS) ********* 13.10 Vel vel (FPS) Head SF Ave 15.85 - -I- 3.90 .0705 Energy Grd.E1. HF 1568.37 .79 13.10 15 21 3.59 1569.17 - -�- -�- -I - .0626 .54 13.10 14 50 3.27 1569.72 .0552 .35 13.101 13 83 2.971 1570.07 .0486 .24 13.10 13.18 2.70 1570.31 - -I- -1- -I- - .0429 .17 1 13.10 12.57 2.45 1570.48 -I- -1- -I- - .0379 .12 13.10 11.99 2.23 1570.60 - -I- -I- -1- - .0336 .09 13.10 11.43 2.03 1570.69 .0297 .06 13.10 10.90 1.84 1570.75 .0264 .05 Super ICriticalIFlow Top Elev I Depth I Width _ _I_ _I_ SE DpthlFroude NlNorm Dp ******** .00 1.35 1.50 -I- _1- .71 3.76 .66 Height/ Dia.-FT "N" 1.500 .013 Base Wt or I.D. X-Fall .000 .00 ZL ZR .00 1.35 1.50 1.500 .000 _I -I- .74 3.54 .66 .013 .00 . .00 1.35 1.50 1.500 .000 -1- -1- -I- -1- -1- .76 3.29 .66 .013 .00 1 .00 1.35 1.50 1.500 .000 -I -I- -I- -I -I- .79 3.06 .66 .013 .00 I I I I I .00 1.35 1.49 1.500 .000 - -I- -I- -I- -I- -I- .82 2.85 .66 .013 .00 .00 1.35 1.48 1.500 .000 - I- -1- -I- -I -I .86 2.64 .66 .013 .00 .00 1.35 1.47 1.500 .000 -I- -1- -1- -1- -1- .89 2.45 .66 .013 .00 .00 1.35 1.46 1.500 - 1- -I- -I- -1- .93 2.27 .66 .013 1 .00 1.35 1.44 1.500 -I--I- -I- -1- .97 2.10 .66 .013 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE .00 1 0 .00 PIPE .00 1 .0 1 .00 PIPE .00 1 .0 . 00 IPIPE . 00 1 .0 1- .00 PIPE .000 .00 1 0 -1- 1- .00 .00 PIPE .000 .00 I 1 .0 .00 .00 PIPE FILE: exlinem.WSW W S P G W-.CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-16-2002 Time: 1:47:11 Tract 16166 Existing Line "M" Station L/Elem 1047.916 1.474 1049 390 1.190 1050.579 .945 1051.524 .705 1052.229 .466 1052.695 .185 Invert I Depth I Water Elev I (FT) I Elev -I- -1- Ch Slope I 1568.118 1.006 1569.124 .0970 1 1 1568.261 1.050 1569.311 - -I- .0970 1 I 1568.377 1.098 1569.475 -I- -1- .0970 I 1_ 1568.468 1.150 1569.619 - -I- -1- .0970 1 I 1568.537 1.208 1569.745 _I- -I_ _ .0970 I 1 1568.582 1.274 1569.856 -I- -1- .0970 1 1 1052.880 1568.600 1.354 1569.954 - - -I -I- WALL ENTRANCE I I 1052.880 1568.600 3.153 1571.753 - - -1- -I- Q (CFS) 13.10 13.10 13.10 13.10 13.10 13.10 13.10 13.10 Vel Vel (FPS) Head SF Ave 10 39 1.68 . 0235 9.91 1.52 .0210 9.45 1.39 - -I .0188 9.01 1.26 - _I_ .0169 8.59 1.14 - -I- . 0154 8.19 1.04 -1- . 0142 7.80 .95 - -I- - Energy I Super Grd.E1.I Elev HF ISE Dpth I 1570.80 .00 .03 1.01 I 1570.84 .00 . 02 1.05 I 1570.86 .00 . 02 1.10 1 1570.88 .00 -1- .01 1.15 I 1570.89 .00 . 01 1.21 1 1570.90 .00 -I- - . 00 1.27 I 1570.90 .00 I .15 .00 1571.75 .00 Critical Depth Froude N 1.35 1.94 Flow Top Width Norm Dp ******** 1.41 .66 1.35 1.37 1.78 .66 1.35 1.33 1.63 .66 1.35 1.27 -I- 1.48 .66 1.35 1.19 - -I- 1.34 .66 1.35 1.07 1.18 .66 1.35 .89 .19 28.00 _I_ Height/ Dia.-FT "N" 1.500 . 013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 4.000 Base Wt or I.D. X-Fall .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 28.000 ZL ZR .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 No Wth Prs/Pip Type Ch 1 0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 0 .0 T1 Tract 16166- Proposed new line connecting into Ex. T2 y�� l/, / SO 1000.0001568.600 1 1570.700 R 1026.6401570.700 1 .013 SH 1026.6401570.700 1 1575.200 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 16.650 .0 1 .000 .000 0 MI MIN 11111 NM MINI NEI NIB Nil EN NM SIN INN NMI EMI MI NM NE MIN� FILE: newline.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract 16166- Proposed new line connecting in to Ex. 66" RCP PAGE 1 Date: 9-23-2002 Time: 1:21:52 Station L/Elem 1000.000 1.625 1001.625 4.953 1006.578 4.002 1010.581 3.249 1013.830 2.713 1016.543 2.232 1018.774 1.867 1020.641 1.530 1022.172. 1.273 invert Elev Ch Slope 1568.600 .0788 1568.728 .0788 -1569.119 .0788 -1569.434 .0788 1569.690 .0788 -1569.904 - .0788 1570.080 -I- .0788 1570.227 .0788 1570.348 .0788 Depth (FT) Water Elev .841 ' 1569.441 .849 1569.577 -1- .880 1569.999 - -1_ .912 1570.346 -I- .947 1570.637 -1- - - .982 1570.886 1 1 1.020 1571.100 -I- _I_ I I 1.059 1571.286 Q (CFS) 1.101 1571.449 -I- -I- 16.65 16.65 16.65 16.65 16.65 16.65 16.65 16.65 16.65 Vel Vel Energy I Super jCriticallFlow Top Height/ (FPS) Head -_ __ Grd.E1.IlEleviDepth 'I -Width - Dia.-FT 1 SF Ave HF SEIDpthlFroude NlNorm Dp "N" 1 1 1 13.29 2.74 1572.18 .00 1.47 1.97 2.000 -1- - - -1- -I- -I- - - .0392 .06 .84 2.94 .70 .013 1 1 1 1 13.11 2.67 1572.25 .00 1.47 1.98 2.000 -I- - - -I- -I -1- -1- - .0361 .18 .85 2.88 .70 .013 1 1 1 1 1 12.50 2.43 1572.42 .00 1.47 1.99 2.000 -1- .0317 .13 .88 2.69 .70 .013 1 1 1 1 11.92 2.21 1572.55 .00 1.47 1.99 2.000 _1- .0279 .09 .91 2.51 .70 .013 1 1 1 11.36 2.01 1572.64 .00 1.47 2.00 2.000 -I- - - -I- -1- -1- -1- -1- .0245 .07 .95 2.34 .70 .013 1 1 1 1 I 10.83 1.82 1572.71 .00 1.47 2.00 2.000 -�' - - -1- -1- -1- -1- -1- .0216 .05 .98 2.18 .70 .013 1 10.33 1.66 1572.76 .00 1.47 2.00 2.000 - 1- -1- -1- -1- _I_ _1_ .0190 .04 1.02 2.03 .70 .013 1 1 1 1 1 9.85 1.51 1572.79 .00 1.47 2.00 2.000 'I - -I- -1- -1- -1- -1- .0168 .03 1.06 1.89 .70 .013 1 1 1 1 9.39 1.37 1572.82 .00 1.47 1.99 2.000 - 1- - - -1- -1- -1- -I -1- .0148 .02 1.10 1.75 .70 .013 Base Wt or I.D. X-Fall .000 . 00 .000 .00 .000 .00 ZL. ZR .00 .00 .00 .00 .00 .00 .000 .00 .00 .00 .000 .00 . 00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 0 PIPE 1 0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE =I MINI MI NMI FILE: newline.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract 16166- Proposed new line connecting in to Ex. 66" RCP PAGE Date: 9-23-2002 Time: 1:21:52 Station L/Elem 1023.445 1.022 1024.467 .802 1025.268 .606 Invert Elev Ch Slope 1570.448 .0788 1570.529 .0788 1570.592 .0788 1025.874 1570.640 .431 .0788 1026.305 1570.674 .259 .0788 1026.564 1570.694 .076 .0788 1026.640 1570.700 Depth (FT) 1.144 1.190 Water I Q Elev I (CPS) 16.65 16.65 16.65 1.291 1571.931 16.65 1.346 1572.020 16.65 I I 1.405 1572.099 16.65 1.471 1572.171 16.65 1.239 1571.592 1571.719 1571.831 Vel Vel I Energy I Super (FPS) Head I Grd.E1.I Elev SF Ave' HF ISE Dpth I I 8.95 1.25 1572.84 .00 -I- -I- -I- - . 0131 .01 1.14 8.54 1.13 1572.85 .00 - I -I- -I- - . 0116 .01 1.19 8.14 1.03 1572.86 .00 - I- -I- -I- - .0103 .01 1.24 7.76 .94 1572.87 .00 - I- -I- -I- - .0091 .00 1.29 7.40 .85 1572.87 .00 -I- -I- -I- - .0081 .00 1.35 7.06 .77I 1572.87 I .00 -I- -I- -1- _ .0072 .00 1.41 6.72 .70) 1572.87 I .00 - I- -I- -I- - CriticaljFlow Top Depth I Width Froude NlNorm DP Height/ Dia.-FT 1.47 1.98 2.000 1.63 .70 1.47 1.96 1.51 .70 .013 1.47 1.94 2.000 1.40 .70 .013 1.47 1.91 1.29 .70 1.47 1.88 1.19 .70 1.47 1.83 1.09 .70 1.47 I 1.76 .013 2.000 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE .00 1 .0 I- .00 PIPE I I 2.000 .000 .00 1 .0 - - -I- I- .013 .00 .00 PIPE I I I 2.000 .000 .00 1 .0 - -I- -I- I- .013 .00 .00 PIPE I 2.000 .000 .00 1 .0 - -I_ -I- 1- .013 .00 .00 PIPE I I I 2.000 .000 .00 1 .0 - -I- -I- I_ Base Wtl or I.D.I ZL X-Fall ZR .000 .00 . 00 .00 .000 .00 . 00 .00 .000 .00 T1 Tract No 16166, Line K-1 in Cherry Avenue 0 T2 T3 SO 992.2501540.700 4 1543.000 R 1000.0001541.640 4 .013 .000 .000 0 WE 1000.0001541.640 2 .500 JX 1014.0001542.810 2 2 .014 16.600 1547.000 90.0 .000 R 1028.4501543.470 2 .014 .000 WX 1028.4501543.470 1 R 1052.9101543.960' 1 .013 .000 .000 0 WE 1052.9101543.960 2 .500 SH 1052.9101543.960 2 1543.960 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.000 3.170 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 Q 26.200 .0 SIN 11111 i M 1 1-- Ea S N - - - -- - M 111111 FILE: cherry.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract No 16166, Line K-1 in Cherry Avenue PAGE Date:10-16-2002 Time: 3:15:38 Invert Depth Water Q Vel Vel Energy I Super CriticallFlow ToplHeight/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth I Width IDia.-FT or I.D. ZL Prs/Pip - - - - - - - -I - - -I- - - -I- -I- L/Elem Ch Slope SF Ave HF ISE Dpth Froude NlNorm Dp I "N" X-Fall ZR Type Ch ******** ********* ********* *******I i I I I 992.250 1540.700 1.539 1542.239 42.80 13.50 2.83 1545.07 .00 2.19 2.43 2.500 .000 .00 1 .0 - - - - - - -I - - -I- - - -I- -I- -I- - - - 1.161 .1213 .0216 .03 1.54 2.08 .94 .013 .00 .00 PIPE I I I I 993.411 1540.841 1.575 1542.416 42.80 13.13 2.68 1545.09 .00 2.19 2.41 2.500 .000 .00 1 0 - - - - - - -I- - - -I- - - -I_ - -I- -I - - - - 1.735 .1213 .0196 .03 1.58 1.99 .94 .013 .00 .00 PIPE I I I 995.146 1541.051 1.642 1542.693 42.80 12.52 2.43 1545.13 .00 2.19 2.37 2.500 .000 .00 1 .0 - - - - - - -I- - - -I- - - -I- - -I- -I- - - - - 1.447 .1213 .0174 .03 1.64 1.84 .94 .013 .00 .00 PIPE I I I I 996.593 1541.227 1.713 1542.940 42.80 11.94 2.21 1545.15 .00 2.19 2.32 2.500 .000 .00 1 .0 - - - - - -I- - - -I- - - -I- - - -I- -I - - - 1.183 .1213 .0155 .02 1.71 1.69 .94 .013 .00 .00 PIPE I I I I 997.776 1541.370 1.789 1543.159 42.80 11.38 2.01 1545.17 .00 2.19 2.26 2.500 .000 .00 1 .0 - - - - - -I- - -I - - -I - - -I- -I- - - - .930 .1213 .0139 .01 1.79 1.55 .94 .013 .00 .00 PIPE I I I I 998.705 1541.483 1.872 1543.355 42.80 10.85 1.83 1545.18 .00 2.19 2.17 2.500 .000 .00 1 .0 - - - - - -I- - - -I- - - -I- - - -I- -I- -i- - - - .691 .1213 .0125 .01 1.87 1.42 .94 .013 .00 .00 PIPE I I I I I 999.396 1541.567 1.963 1543.530 42.80 10.35 1.66 1545.19 .00 2.19 2.05 2.500 .000 .00 1 .0 - - - - -I- - - -I- - - -I- - - -I- -I- _I- - - .437 .1213 .0113 .00 1.96 1.28 1 .94 013 .00 .00 PIPE I I 999.834 1541.620 2.066 1543.686 42.80 9.86 1.51 1545.20 .00 2.19 1.89 2.500 .000 .00 1 .0 - - - - - -I- - -I- - - -I- - - -I- -I- -I- - - .166 .1213 .0103 .00 2.07 1.15 .94 .013 .00 .00 PIPE I I I I 1000.000 1541.640 2.186 1543.826 42.80 9.40 1.37 1545.20 .00 2.19 1.66 2.500 .000 .00 1 .0 - - - - - - -I- - -I; - - -I- - - -I- -I- -I- - - WALL ENTRANCE 1 I 11111111 1 1 11111 IMO NM I � FILE: cherry.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract No 16166, Line K-1 in Cherry Avenue PAGE 2 Date:10-16-2002 Time: 3:15:38 Station L/Elem ********* 1000.000 JUNCT STR 1014.000 3.368 1017.368 3.187 1020.555 3.011 1023.566 2.841 1026.407 2.043 Invert Elev Ch Slope 1541.640 .0836 1542.810 .0457 1542.964 .0457 1543.109 .0457 1543.247 .0457 1543.377 .0457 1028.450 1543.470 WALL EX- IT 1 1028.450 1543.470 - 1- 24.460 .0200 1 1052.910 1543.960 -1- WALL ENTRANCE Depth (FT) 4.457 Water Elev ********* 1546.097 3.461 1546.271 3.300 1546.264 3.146 1546.255 3.000 2.860 2.759 2.759 2.597 1546.247 1546.237 1546.229 1546.229 1546.557 Q (CFS) 42.80 26.20 26.20 26.20 26.20 26.20 26.20 Vel Vel (FPS) Head SF Ave 3.03 .14 - -1- - .0006 2.39 .09 - -1- - .0005 2.50 .10 -I- - .0005 2.63 .11 .0006 2.76 .12 .0007 2.89 .13 - -I .0008 3.00 .14 -1- 26.20 8.34 1.08 - -I- -1- - .0134 26.201 8.34 1.08 -1- -1- Energy 1 Super Grd.E1.t Elev HF ISE Dpth 1 1546.24 .00 - -1- - . 01 4.46 1546.36 I .00 . 00 3.46 1546.36 .00 . 00 3.30 1546.36 .00 .00 3.15 1 1546.36 .00 .00 3.00 1 1546.37 .00 .00 2.86 1546.37 1547.31 I .00 -1 -I- 33 2.76 1547.64 .00 -1- -1- CriticallFlow Top Height/ Base WtI Depth 1 Width Dia.-FT or I.D.I ZL - -I- - - - - -1- Froude N1Norm Dp "N" X-Fall ZR 1 1.78 3.17 6.000 3.170 .00 .25 .014 .00 .00 1 1.29 3.17 6.000 3.170 .00 - 1- - - - -1- .23.62 .014 .00 .00 1 1 1.29 3.17 6.000 3.170 .00 .24 .62 .014 .00 .00 1 1.29 3.17 6.000 3.170 .00 .26 .62 .014 .00 .00 1 1.29 3.17 6.000 3.170 .00 - I- - - - -1- .28- .62 .014 .00 .00 1.29 3.17 6.000 3.170 .00 .30 .62 .014 .00 .00 1 1 1 .00 1.29 3.17 6.000 3.170 .00 _1- -1- -1 -1- 1 1.79 .00 2.000 .000 .00 -1- -1- - -1- .00 1.38 .013 .00 .00 1 1 1 1.79 .00 2.000 .000 .00 _1- -1_ -1- -1- No Wth. Prs/Pip Type Ch O .0 R- ECTANG O .0 RECTANG O .0 RECTANG 0 .0 RECTANG O .0 RECTANG O .0 R- ECTANG O .0 1 .0 P- IPE 1 .0 IIMM 1= I I- M ! I N I I OM M M IMO FILE: cherry.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Tract No 16166, Line K-1 in Cherry Avenue PAGE 3 Date:10-16-2002 Time: 3:15:38 *************************************************************************►************************ **********,tart******* •******* Invert I Depth I Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev I1 (FT) 1 Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia.-FT or I.D. ZL Prs/Pip L/Elem Ch Slope I I I SF Ave HF SE Dpth Froude NtNorm Dp "N" X-Fall ZR Type Ch .00 1.29 I 3.17 6.000 3.170 1052.910 1543.960 4.124 1548.083 26.20 2.00 .06 1548.15 .00 0 .0 �- '�� -I -I-I- -I- -I- -� -I- _I_ -I_ ALLARD ENGINEERING Engineering • Surveying • Land Planning 6101 Cherry Avenue Fontana, CA 92336 909/899-5011 909/899-5014 fax DESCRIPTION GP�4T� ll.t-T" DES.��rJ (SUrA2 cry,_li1'� JOB #: SHEET i OF 1 dc1 DESIGNED BY DATE P4rAl i 2-R - 2-1 \ APPROVED (72 t Sz-4/-1 Fn p- r-r12-S sUMP ' - w EL L ,rr-E. t,6v4 TC:71 - S14?O S QS • C ^ tiv` c' • /A, /'. ..i. '. A. r., ` 'c (-n �:.. is . ... Li C �t, T..�-1 A2- /``Z-.- 7 n _( c) , : - S. Is R'i S (54-1- 7 95) 3U Z.-A U cpr P J 3Li c=. P_OA--DS 4/ zs -PL-rAL� between 0.4 ft. and 1.4 ft. the operation is indefinite becaue.e of vortices and eddies over the grate. b._. When proposing a sump condition the designer_must.verify..100-year, protection.,of,.habitable areas assuming the.,grate.,clogs.100%4- This will require a secondary emergency outlet of the sump waters which should provide a minimum of 1.0 foot free .board between maximum W,S, elevationand.minimum finish elevation., This emergency outlet ----system •must-direct-overf ows-to•-either —downstream sTreet or natural conveyance system. Point of discharge must be analyzed with regards to prevention of downstream problems. Such a system need not consist of additional structures but may simply require modification of surrounding grading allowing water to flow between dwelling units. C Design Procedure for Sump Grates 1. In the usual problem the following are given: a. An assumption of grate configuration with dimensions. Include grate detail with calculations. b. A design discharge (Q) or information as to drainage area, rainfall intensities and runoff coefficients from which a discharge can be estimateed. 2. Compute the perimeter of the grate openin ing the and omitting any side over which the water does lnot renter, suchsas when one side is against the face of a curb. Divide the result by 2. This allows for partial clogging of the 'grate by assuming that only half of the perimeter will be effective. 3. Compute the Q/P ratio. 4. Compute the total area of clear opening (A), excluding area taken up by bars, and divide by 2. This allows for partial clogging of the grate by assuming -that only half of the area will be effective. 5. Compute the Q/A ratio. 6. Enter the chart at the bottom scale using line (a) with the Q/P value and line (b) with the Q/A value and read the required head in feet at the left margin.. 7. If the required head falls below 0.4 ft., (a) only will apply. This is the usual case. e• If the required head falls above 1.4 ft., (b) only will apply. 9. If the required head falls between 0.4 ft. and 1.4 ft. the actual head may be anywhere between (a) and (b). Use the value that gives the most conservative result, being sure to use line (a) with Q/P and line (b) with Q/A. 1 10„ 1 1 I J,I11 •111I:I.I .1.• I„[1- L I l I I I. I 1 J.0 Q W5(no. of slots h 1 1 • . . 1 . .. I . 1 . I ,s -1 1 1 1 1 1 1• I I I i 1 it i II I I 1 I 1 1 1 1 1 1 -44 .4 0a a d 11 1 1 1 1 I 1 1 I lob 1 I I I I 1 /P I = OH''z 117 U2 ( J =1 I 1 1 I I HEADS U P TO Q4. CURIVE (q1 APPLIES HEADS Ab OVE I I.4-,kUR%/E m� LIES H EADS B kTViEEN 0.4 a LI4, frFA 4TION SECTOR lit OPERA`I'1ON I IS f N iDErINITEI 1 I I I I 1 1 1. 1 • I .- 111 1 1 I• I1 II1I• II Cy�I/�.�'�RG ? • I DISR I I • I, 1.. ..,• 1i al .� • .3 .4 .S .6 .7.3.910 BUREAU OF PUBLIC ROADS 'DMstON TWO WASH.. D.C. 3 4 1 1 I 1 =: _ 1 - 1 1 1I 1 =: FipCr OFiAj 6 7 8 9 10 .CAPACITY OF GRATE- INLET IN SUM? WATER PONOED ON GRATE ASSUME 5096 CLOGGING V-DITCH CALCULATIONS J.N. 134.02 1 1 1 1 1 1 1 1 1 1 1 11 1 I I • r 11 1 PROPOSED "V" DITCH EXHIBIT 7— NORTH PROJECT BOUNDARY M.W.D. R/W 2.5' EXISTING GROUND (10,9) 3" THICK GUNITE V—DITCH WITH 6"X6" —#10 W.W.M. TO BE MAINTAINED BY LM.D. (11.25,8) LEGEND: (10,9) X & Y COORDINATES PERIMETER/RETAINING WALL PER SEPARATE PLANS (12.51,10) PAD (12.5,9) Prepared By: ALLARD ENGINEERINI Civil Engineering - Land Surveying - Land Planning 8253 Sierra Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 356-1795 **_ RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright Ver. 5.1A 1983-95 Advanced Engineering Software (aes) Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 6101 CHERRY AVE. -FONTANA, CA. 92336 • (909)899-5011 ************************** DESCRIPTION OF STUDY ************************** * Tract 16166 v-ditch calculations for 5=0.005 * ************************************************************************** TIME/DATE OF STUDY: 11: 7 2/ 6/2002 * * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 2 3 .00 10.00 11.25 4 12.50 5 12.51 SUBCHANNEL SLOPE(FEET/FEET) = .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 10.00 9.00 8.00 9.00 10.00 SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL FLOW(CFS) = 5.9 FLOW AREA(SQUARE FEET) = FLOW VELOCITY(FEET/SEC.) = FROUDE NUMBER = .942 FLOW TOP-WIDTH(FEET) = HYDRAULIC DEPTH(FEET) = .44 1.66 3.531 3.80 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.80 5.86 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.13 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ************************** * TRACT 16166- V-DITCH CALCULATIONS FOR S=0.0094 * ************************************************************************** TIME/DATE OF STUDY: 11:11 2/ 6/2002 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 2 3 4 5 .00 10.00 11.25 12.50 12.51 10.00 9.00 8.00 9.00 10.00 SUBCHANNEL SLOPE(FEET/FEET) = .009400 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL FLOW(CFS) = 22.1 FLOW AREA(SQUARE FEET) = FLOW VELOCITY(FEET/SEC.) = FROUDE NUMBER = 1.370 FLOW TOP-WIDTH(FEET) = HYDRAULIC DEPTH(FEET) = .51 3.98 5.552 7.81 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 22.00 22.10 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.53 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY * TRACT 16166-V-DITCH CALCULATIONS FOR S=0.0191 ************************** * * * ************************************************************************** TIME/DATE OF STUDY: 11:12 2/ 6/2002 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 2 .00 10.00 10.00 9.00 3 11.25 4 12.50 5 12.51 SUBCHANNEL SLOPE(FEET/FEET) = .019100 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 8.00 9.00 10.00 SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL SUBCHANNEL FLOW(CFS) = 9.8 FLOW AREA(SQUARE FEET) = FLOW VELOCITY(FEET/SEC.) FROUDE NUMBER = 1.827 FLOW TOP-WIDTH(FEET) = HYDRAULIC DEP.TH(FEET) = .46 1.39 7.051 3.00 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 9.70 9.78 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.05 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. REFERENCE PLANS J.N.134.02 1 1 1 1 1 HYDROLOGY MAPS J.N. 134.02