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Tract 16269
w�+ ■ ALLARD ENGINEERING civil engineering land surveying land planning 40 10 4m flo aw aw AP. AM i 40 irre on •r HYDROLOGY &HYDRAULICS q9- FESS IOp✓ o oP � \Q S. N� C ' Flo. 43976 m * Exp. 6/30/05 Id ,� 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 * (909) 356 -1795 irrr w. Table of Contents Introduction Purpose Methodology Findings +� Summary Hydrology Exhibits *� Hydrology Calculations Street Capacity Calculations o.. as Catch Basin Sizing Calculations on ft Storm Drain Calculations (W.S.P.G.W.) San Sevaine Storm Drain (W.S.P.G.W. Reference) Hydrology Map for Tract 16269 Hydrology Map for Tract 16009 (Reference) San Sevaine Storm Drain Plan (Sheet 3 and 4 of 7, Reference) ern 4, ,rr 4w +rr "` \ \server2 \Office \projects\Blackmon Homes - 192\reports\Hydrology Intro and Dividers.doc 40 16 40 W Introduction 40 Tract 16269 is a proposed 68 single family lot subdivision located in Fontana. It is bounded on the west by San Sevaine Road, on the south by Tract 16009, on the east by Hemlock Avenue, and on the north by Tract 16046. Walnut Avenue traverses the site from the southwest corner of the tract, at the intersection of Walnut and San Sevaine to the northwest corner at the intersection of Walnut Avenue and Hemlock Avenue. am Purpose to The purpose of this Hydrology Report is to determine storm water runoff for the site and show that drainage systems, comprised of proposed streets, catch basins and storm drain, are 40 adequately sized. Note that hydraulic calculations for storm drain systems and catch basins will 'm be included in this report along with improvement plans in the near future. Methodolo2 The rational method, as outlined by the current San Bernardino County Hydrology Manual, is "" used to determine the 100 -year and 25 -year event storm water runoff. Computer programs +r commonly used for this purpose are utilized herein. on No Findings IN- -TRACT (North of Walnut) — The proposed interior tract streets adequately convey the 100- aft year and 25 -year storm run -off, as outlined in the San Bernardino County Hydrology Manual, f, towards San Sevaine Avenue. A Storm drain system will be constructed with a pair of flow -by catch basins to intercept in -tract flows. Intercepted runoff will be conveyed via pipe to an am existing 54" storm drain system in San Sevaine Avenue. Street capacity calculations have been to provided. 4" mi IN -TRACT (South of Walnut) — The proposed interior tract streets adequately convey the 100 - year and 25 -year storm run -off, as outlined in the San Bernardino County Hydrology Manual, MR towards the southerly tract boundary to existing Lucero Drive. Lucero drive is part of Tract 49 16009 approved street and storm drain improvement plans. A copy of the approved hydrology map is provided for reference. Note that Existing Tract 16009 storm drain and street improvements are designed to accommodate run -off from Tract 16269 (See Tract 16009 Hydrology Map). Street Capacity calculations have been provided. 40 to OFFSITE — 100 -year storm run -off calculations have been provided for Walnut Avenue (north side of centerline), San Sevaine and Hemlock Avenue. A storm drain system is proposed to 40 intercept storm water runoff and will be conveyed via pipe to an existing storm drain system in A San Sevaine Avenue. Also provided are street capacity calculations. di Summary The on -site streets and storm drain system proposed for the tract will adequately convey 100- year event storm water runoff to a safe and acceptable storm drain. Im \ \ server2 \Office \projects\Blackmon Homes - 192\reports\Hydrology Intro and Dividers.doc we I t+.w R W - I I — -I ........ <. 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HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 ..s Analysis prepared by: ... ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE +rr FONTANA, CALIFORNIA 92336 (909) 356 - 1815 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** rr * BLACKMON HOMES TRACT 16269 100 year Hydrology * BY: JOE RAMIREZ FILE: 0016269.RES Am- FILE NAME: 0016269.DAT TIME /DATE OF STUDY: 9:53 4/ 7/2003 rrr USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- y � ,,., 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) = 1.5200 ew *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* w *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* w. 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) 4 --- ----- --- - - - - -- ------- - - - - -- - - - - -- - - - -- - 1 20.0 10.0 020/ .020/ .020 .67 1.50 .03125 .1250 .01500 an 2 22.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 3 20.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 NA 4 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .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.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF on 4. ED w alb 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) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.50 SIERRA MADRE DEPTH -AREA FACTORS USED. ow AREA- AVERAGED DURATION RAINFALL(INCH) •w 5- MINUTES .56 No 30- MINUTES 1.15 1 -HOUR 1.52 3-HOUR 2 .7 5 6 -HOUR 4.00 rr 24 -HOUR 9.50 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR UNIT HYDROGRAPH METHOD* ow FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 rrr -------------------------------------------- -------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 466.00 ,.,. ELEVATION DATA: UPSTREAM(FEET) = 1389.50 DOWNSTREAM(FEET) = 1383.70 ON Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.922 no * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.224 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 yr 11 5 -7 DWELLINGS /ACRE" A 1.61 .98 .50 32 10.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 ... SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.41 TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) = 5.41 qm in FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.2 O N --------------------------- ------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>> ( STREET TABLE SECTION # 4 USED) < <<< ---------------------------------------------- '� UPSTREAM ELEVATION(FEET) = 1383.70 DOWNSTREAM ELEVATION(FEET) = 1381.40 dif STREET LENGTH(FEET) = 321.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 me DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 dol INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 D M +w SPECIFIED NUMBER OF HALFSTREETS CARRYING 4 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.84 do STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 w PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .90 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 13.30 = 1.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.754 ow SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS 3.517 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL irr "5 -7 DWELLINGS /ACRE" A 2.33 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 DEVELOPMENT TYPE/ SCS SOIL AREA SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 rrt SUBAREA AREA(ACRES) = 2.33 SUBAREA RUNOFF(CFS) = 6.85 (INCH /HR) EFFECTIVE AREA(ACRES) = 3.94 AREA- AVERAGED Fm(INCH /HR) _ .49 •• AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.94 PEAK FLOW RATE(CFS) = 11.58 ow END OF SUBAREA STREET FLOW HYDRAULICS: ON DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.15 ym FLOW VELOCITY(FEET /SEC.) = 2.40 DEPTH *VELOCITY(FT *FT /SEC.) = 1.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �+ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6.2 ---------------------------------------------------------------------------- """" >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 4 USED) <<<<< .., UPSTREAM ELEVATION(FEET) = 1381.40 DOWNSTREAM ELEVATION(FEET) = 1374.30 STREET LENGTH(FEET) = 346.00 CURB HEIGHT(INCHES) = 6.0 err STREET HALFWIDTH(FEET) = 18.00 a+ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 to OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ww SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.27 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.78 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.517 , SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 14.21 14.82 Ap SCS (DECIMAL) CN ft 40 im 011► vrw err .r. rs .s. r ww rr +�w "rw "5 -7 DWELLINGS /ACRE" A 1.93 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.93 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 5.87 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.87 PEAK FLOW RATE(CFS) = 16.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.90 FLOW VELOCITY(FEET /SEC.) = 3.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.82 * 100 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 RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 1.60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 7.47 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.47 PEAK FLOW RATE(CFS) = 20.37 HYDROLOGY DATA FOR THAT PORTION OF TRACT 16269 SOUTH OF WALNUT M m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 295.00 ELEVATION DATA: UPSTREAM(FEET) = 1390.90 DOWNSTREAM(FEET) = 1388.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.673 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.544 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ■II LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A .92 .98 .50 32 9.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 M m low SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) _ .92 PEAK FLOW RATE(CFS) = 3.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6.2 ar ---------------------------- ------------------------------------------------ » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< �.. » »> (STREET TABLE SECTION # 4 USED) « «< ----------------------------------------- w UPSTREAM ELEVATION(FEET) = 1388.20 DOWNSTREAM ELEVATION(FEET) = 1381.90 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6.0 ,.. STREET HALFWIDTH(FEET) = 18.00 no DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 .m OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 mw SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 .. STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 9.99 rw AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .99 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 11.59 +.. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.077 SUBAREA LOSS RATE DATA(AMC II): mw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN rr RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 2.11 .98 .50 32 �. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 yr SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 6.82 ,w. EFFECTIVE AREA(ACRES) = 3.03 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.03 PEAK FLOW RATE(CFS) = 9.79 an END OF SUBAREA STREET FLOW HYDRAULICS: ,go DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 11.71 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.18 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>( STREET TABLE SECTION # 4 USED)<< <<< wt UPSTREAM ELEVATION(FEET) = 1381.90 DOWNSTREAM ELEVATION(FEET) = 1376.50 +o STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 +III wr wr Mow ter► DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 - OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 :M SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.20 err STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.12 ar AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.39 ww STREET FLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 12.91 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.821 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 2.27 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 6.81 EFFECTIVE AREA(ACRES) = 5.30 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 15.90 rw END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 FLOW VELOCITY(FEET /SEC.) = 3.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 qm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Imm FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.91 +� * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.821 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 1.58 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 4w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 4.74 99 EFFECTIVE AREA(ACRES) = 6.88 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 4 m TOTAL AREA(ACRES) = 6.88 PEAK FLOW RATE(CFS) = 20.64 E A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MR FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6.2 or ----------------------------- ----------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< 4m » » >( STREET TABLE SECTION # 4 USED) « «< 40 i 0 40 ao 40 ao 4m ow m aur --------------- ----------------- - - - - -- = -------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1376.50 DOWNSTREAM ELEVATION(FEET) -- = 1374.70 p STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 urr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 r.. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 awr * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.96 �.• STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .47 >r HALFSTREET FLOOD WIDTH(FEET) = 17.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.38 A.. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.60 wa► STREET FLOW TRAVEL TIME(MIN.) _ .74 Tc(MIN.) = 13.65 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.696 .•• SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A .22 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) _ .22 SUBAREA RUNOFF(CFS) _ .64 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fm(INCH /HR) _ .49 am AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 20.64 aw NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE Garr END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 17.18 ..w FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 END OF STUDY SUMMARY: +•. TOTAL AREA(ACRES) = 7.10 TC(MIN.) = 13.65 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fm(INCH /HR)= .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 20.64 4m END OF RATIONAL METHOD ANALYSIS 40 ao 40 ao 4m ow m a.r do AN am wo N. an am vm 4m ON «o to 40 do 40 aw 40 40 .- RATIONAL METHOD FOR HEMLOCK AVENUE FROM SO. HIGHLAND AVENUE TO WALNUT AVENUE SO. HIGHLAND COMM. 0.78 1,000 COMM. .74 950 WALNUT R/W AVENUE U loo = J.0 CTS AVENUE 0 10 = 4.6 cfs r] +err ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) wo (c) Copyright 1983 -95 Advanced Engineering Software (aes Ver. 5.1A Release Date: 08/01/95 License ID 1400 am s , Analysis prepared by: on ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE AW FONTANA, CALIFORNIA 92336 (909) 356 - 1815 r. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR STORM EVENT * HEMLOCK AVENUE, FROM SOUTH HIGHLAND AVENUE TO WALNUT AVENUE * BY: E.I. am FILE NAME: HEMLOCK.DAT TIME /DATE OF STUDY: 14:16 5/20/2003 aw ww USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: wr -- *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 wR *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) = 1.5200 �ww *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 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ML GLOBAL STREET FLOW -DEPTH CONSTRAINTS: in 1. Relative Flow -Depth = .00 FEET ro 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 No OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* L7 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< low INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 w ELEVATION DATA: UPSTREAM(FEET) = 1433.80 DOWNSTREAM(FEET) = 1413.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.317 �,. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc w LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .78 .98 .10 32 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ` SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) _ .78 PEAK FLOW RATE(CFS) = 2.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ---------------------------------------------------------------------------- "' >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED) <<<<< rr. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ss UPSTREAM ELEVATION(FEET) = 1413.80 DOWNSTREAM ELEVATION(FEET) = 1395.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 rrI STREET HALFWIDTH(FEET) = 22.00 .s DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ow SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 No * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.08 ma STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 wa HALFSTREET FLOOD WIDTH(FEET) = 10.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.29 "" PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 4.81 Tc(MIN.) = 15.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.445 SUBAREA LOSS RATE DATA(AMC II) : on DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS UIM LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .74 .98 .10 32 w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .74 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 1.52 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 4.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET /SEC.) = 3.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.27 4w END OF STUDY SUMMARY: a 0 ED b on TOTAL AREA(ACRES) = 1.52 TC(MIN.) = 15.34 EFFECTIVE AREA(ACRES) = 1.52 AREA- AVERAGED F /HR)= .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 4.58 END OF RATIONAL METHOD ANALYSIS i� a w� rir 9 �w N on Ift ww r ow do ow 10 no IN y N or as q. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: r. ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. +r TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------- ------------------------------------------------------ TIME /DATE OF STUDY: 13:51 7/ 9/2003 rr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Street Capacity Calculation, 100 year storm event Hemlock Avenue @ Walnut Avenue * By: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------------- ,,,, CONSTANT STREET GRADE(FEET /FEET) _ .019800 CONSTANT STREET FLOW(CFS) = 4.58 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22._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 rr ---------------------- -------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- +a� STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.23 o� PRODUCT OF DEPTH &VELOCITY = 1.15 ------------------------------------ w da M 06 e ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..o 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: r ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. �+ TEL (909) 356 - 1815 FAX (909) 356 -1795 ----------------- ----------------------------------------------------------- TIME /DATE OF STUDY: 13:55 7/ 9/2003 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Calculation, 100 year storm event, flow -by condition * Hemlock Avenue Q Walnut Avenue * • By: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------- - - - - -- .w. Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. r. STREETFLOW(CFS) = 4.58 GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .33 �w FLOWBY BASIN WIDTH(FEET) = 13.80 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.8 rrr » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.6 +�w Existing W = 14' w Flow -by = 0 cfs fll� "a do 0 ww dw irr do as RATIONAL METHOD FOR SAN SEVAINE AVENUE FROM SO. HIGHLAND AVENUE TO OAKSPRING AVENUE -1 Raw SO. HIGHLAND � i W COMM. Z 0.40 516 \ W �a PRESTON 1 I I ELKHORN COMM. 0.57 726 OAKSPRING W Z W Cl) Z co AVENUE 1418.1 DRIVE --� 1407.1 Q = 1.8 cfs DRIVE 1396.8 Q= 3.2cfs DRIVE 1383.4 Q,=4.4cfs 10 c c .O r 0 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �* 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 ww Analysis prepared by: ... ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE "r FONTANA, CALIFORNIA 92336 (909) 356 - 1815 irr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR STORM EVENT * SAN SEVAINE AVENUE, FROM SO. HIGHLAND AVENUE TO OAKSPRING DRIVE * BY: E.I.. FILE NAME: SANSEVA.DAT WW TIME /DATE OF STUDY: 16:43 5/20/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- am USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: No -- *TIME -OF- CONCENTRATION MODEL * -- �«* USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 r 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 rw USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 .iw *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* rrr *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 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A to GLOBAL STREET FLOW -DEPTH CONSTRAINTS: Aw 1. Relative Flow -Depth = .00 FEET to 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 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< r7I i e ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** „■, FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ---------------------------------------------------------------------------- �+ >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1407.10 DOWNSTREAM ELEVATION(FEET) = 1396.80 ... STREET LENGTH(FEET) = 613.00 CURB HEIGHT(INCHES) = 8.0 qtr STREET HALFWIDTH(FEET) = 22.00 a■ , DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 r� OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 rr HALFSTREET FLOOD WIDTH(FEET) = 8.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .94 STREET FLOW TRAVEL TIME(MIN.) = 3.62 Tc(MIN.) = 11.60 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.074 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS q� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .48 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) = 1.72 EFFECTIVE AREA(ACRES) _ .88 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .88 PEAK FLOW RATE(CFS) = 3.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.38 to FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 5 im INITIAL SUBAREA FLOW- LENGTH(FEET) = 516.00 ELEVATION DATA: UPSTREAM(FEET) = 1418.10 DOWNSTREAM(FEET) = 1407.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.983 40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.098 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 .40 .98 .10 32 7.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) _ .40 PEAK FLOW RATE(CFS) = 1.80 or ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** „■, FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ---------------------------------------------------------------------------- �+ >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1407.10 DOWNSTREAM ELEVATION(FEET) = 1396.80 ... STREET LENGTH(FEET) = 613.00 CURB HEIGHT(INCHES) = 8.0 qtr STREET HALFWIDTH(FEET) = 22.00 a■ , DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 r� OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 rr HALFSTREET FLOOD WIDTH(FEET) = 8.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .94 STREET FLOW TRAVEL TIME(MIN.) = 3.62 Tc(MIN.) = 11.60 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.074 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS q� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .48 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) = 1.72 EFFECTIVE AREA(ACRES) _ .88 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .88 PEAK FLOW RATE(CFS) = 3.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.38 to FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 5 im 0 .. FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< *� >> >>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ""' UPSTREAM ELEVATION(FEET) = 1396.80 DOWNSTREAM ELEVATION(FEET) = 1383.40 wr STREET LENGTH(FEET) = 726.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 on do 4m to DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 vrr INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 r * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: rr STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.32 000 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 15.39 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.439 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS irr LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �., COMMERCIAL A .57 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 r SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .57 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 1.45 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 +rr TOTAL AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) = 4.36 END OF SUBAREA STREET FLOW HYDRAULICS: rr DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.71 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.22 END OF STUDY SUMMARY: v ' TOTAL AREA(ACRES) = 1.45 TC(MIN.) = 15.39 EFFECTIVE AREA(ACRES) = 1.45 AREA- AVERAGED Fm(INCH /HR)= .10 an AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 to PEAK FLOW RATE(CFS) = 4.36 ------------------------------------------ END OF RATIONAL METHOD ANALYSIS on do 4m to 40 +w E ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: wr ALLARD ENGINEERING a.. 8253 SIERRA AVE FONTANA CA. wr TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 16:51 5/20/2003 trr am * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Street Capacity Calculation, 100 year storm event am * San Sevaine Avenue @ Preston Drive • By E.I. >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- ,,, CONSTANT STREET GRADE(FEET /FEET) = .016700 CONSTANT STREET FLOW(CFS) = 1.80 +� AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 r OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 rwr 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: ---------------------------------------------------------------------------- "0 STREET FLOW DEPTH(FEET) = .28 as HALFSTREET FLOOD WIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.60 4ft PRODUCT OF DEPTH &VELOCITY = .72 -------- - - - - -- �Ir y 40 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) 40 Ver. 5.1 Release Date: 01/01/95 License ID 1400 4W Analysis prepared by: r� ALLARD ENGINEERING .� 8253 SIERRA AVE FONTANA CA. irr TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- ow TIME /DATE OF STUDY: 16:53 5/20/2003 ww w * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Catch Basin Calculation, 100 year storm event * San Sevaine Avenue @ Preston Drive * By E.I. >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< a.w Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. IN STREETFLOW(CFS) = 1.80 GUTTER FLOWDEPTH(FEET) = .28 ww BASIN LOCAL DEPRESSION(FEET) = .33 ilr FLOWBY BASIN WIDTH(FEET) = 6.84 A• >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.8 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.8 40 Existing Catch Basin W = 7' do Flow by = 0 cfs ---------------------- N w on 40 e +rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 RM Analysis prepared by: ire ALLARD ENGINEERING ,.. 8253 SIERRA AVE FONTANA CA. +rr TEL (909)'356 - 1815 FAX (909) 356 -1795 a s ----------------------- ----------------------------------------------------- wr TIME /DATE OF STUDY: 12:58 7/ 9/2003 aA rr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Street Capacity Calculation, 100 year storm event *�* * San Sevaine Avenue @ Elkhorn Drive * • By: E.I. awe ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** trr >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- r CONSTANT STREET GRADE(FEET /FEET) _ .016700 CONSTANT STREET FLOW(CFS) = 1.40 w� AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 r� INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 aw CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 Iir 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) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.33 PRODUCT OF DEPTH &VELOCITY = .62 ---------------------- do 4" +r� tw Lo .10 IN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �* 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 ..., -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - arw TIME /DATE OF STUDY: 13:22 7/ 9/2003 4M rr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Catch Basin Calculation, 100 year storm event San Sevaine Avenue @ Elkhorn Drive * By: E. I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** «r >> >>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. w.� wo STREETFLOW(CFS) = 1.40 am GUTTER FLOWDEPTH(FEET) _ .27 BASIN LOCAL DEPRESSION(FEET) _ .33 so FLOWBY BASIN WIDTH.(FEET) = 5.50 4M >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 5.5 err » >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.4 4W Existing Catch Basin W = 7' on Flow -by = 0 cfs 44 0 0 0 ON im �IIR 4i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 oft Analysis prepared by: err ALLARD ENGINEERING 8253 SIERRA AVE "~ FONTANA CA. y� TEL (909) 356 - 1815 FAX (909) 356 -1795 +w. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME /DATE OF STUDY: 7:33 5/21/2003 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY rr * * * * * * * * * * * * * * * * * * * * * * * * ** * Street Capacity Calculation, 100 year storm event .. * San Sevaine Avenue Q Oakspring Drive * * By E.I. >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .018500 CONSTANT STREET FLOW(CFS) = 1.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 *■ 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 err STREET FLOW MODEL RESULTS: -------------------------------------------------------------------------- " STREET FLOW DEPTH(FEET) = .25 HALFSTREET FLOOD WIDTH(FEET) = 6.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.33 4W PRODUCT OF DEPTH &VELOCITY = .59 40 a 40 do go +6 on 10 N +.� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) 40 Ver. 5.1 Release Date: 01/01/95 License ID 1400 +es Analysis prepared by: 40 ALLARD ENGINEERING .+R 8253 SIERRA AVE FONTANA CA. Yrr TEL (909) 356 - 1815 FAX (909) 356 -1795 am - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME /DATE OF STUDY: 7:37 5/21/2003 am * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Calculation, 100 year storm event 40 * San Sevaine Avenue @ Oakspring Drive • By E.I. r >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ---------------------------------------------------------------------------- w Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. .. STREETFLOW(CFS) = 1.20 GUTTER FLOWDEPTH(FEET) _ .25 ... BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 5.10 ... >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 5.1 err >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.2 =J Existing Catch Basin W = 7' ok No Flow -by = 0 cfs do on 40 40 40 0 e woo wo 4" 40 In 40 in as MR RATIONAL METHOD FOR HEMLOCK AVENUE FROM WALNUT AVENUE TO BASELINE AVENUE AVENUE \-- 5.0 1381.1 Q = 3.4 cf s 1368.6 Q = 5.0 cf s 1353.8 Q,00 6.3 cfs STREET 1346.4 i 0 =7.2cfs AVENUE 10 20 30 E 50 ow s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** — 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 rr Analysis prepared by: ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE w+ FONTANA, CALIFORNIA 92336 (909) 356 - 1815 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** rr * Rational Method - 100 year storm event * HEMLOCK AVENUE from Walnut Avenue to Baseline Avenue * By: E.I. a., ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ^^ FILE NAME: HEMTOT.DAT TIME /DATE OF STUDY: 14:28 7/17/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- ar +. 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) = 1.5200 ,�. *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* w.. *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 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4N GLOBAL STREET FLOW -DEPTH CONSTRAINTS: w 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) di 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN Aw OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 40 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< " >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< rll M 0 .M INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1395.00 DOWNSTREAM(FEET) = 1381.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.831 .� * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.799 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ..i LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .80 .98 .10 32 8.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.38 air TOTAL AREA(ACRES) _ .80 PEAK FLOW RATE(CFS) = 3.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �+ FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1381.10 DOWNSTREAM ELEVATION(FEET) = 1368.60 ,�. STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 8.0 .r STREET HALFWIDTH(FEET) = 22.00 �* DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 •.. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ar * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) = 12.12 .. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.968 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS all LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .62 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .62 SUBAREA RUNOFF(CFS) = 2.16 EFFECTIVE AREA(ACRES) = 1.42 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 do TOTAL AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) = 4.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 11.26 FLOW VELOCITY(FEET /SEC.) = 3.40 DEPTH *VELOCITY(FT *FT /SEC.) = 1.30 40 IN aA 40 "m ao 0 FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6.1 aw ------------------------- --------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------- �w UPSTREAM ELEVATION(FEET) = 1368.60 DOWNSTREAM ELEVATION(FEET) = 1353.80 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 A" nr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +w FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 6.1 ---------------------------------------------------------------------------- ■f >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1353.80 DOWNSTREAM ELEVATION(FEET) = 1346.40 STREET LENGTH(FEET) = 590.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 " * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.08 go aw E DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 "" INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ar * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: +rr STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 12.04 ^� AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.65 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.46 " STREET FLOW TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 15.46 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.430 �. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .69 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 iOi1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .69 SUBAREA RUNOFF(CFS) = 2.07 EFFECTIVE AREA(ACRES) = 2.11 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 �r TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 6.33 END OF SUBAREA STREET FLOW HYDRAULICS: +w DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.35 FLOW VELOCITY(FEET /SEC.) = 3.69 DEPTH *VELOCITY(FT *FT /SEC.) = 1.50 A" nr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +w FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 6.1 ---------------------------------------------------------------------------- ■f >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1353.80 DOWNSTREAM ELEVATION(FEET) = 1346.40 STREET LENGTH(FEET) = 590.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 " * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.08 go aw E 8 qm +0 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .44 mm HALFSTREET FLOOD WIDTH(FEET) = 14.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 18.56 e.. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.073 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,.. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .56 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .56 SUBAREA RUNOFF(CFS) = 1.50 EFFECTIVE AREA(ACRES) = 2.67 AREA- AVERAGED Fm(INCH /HR) _ .10 yr AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) = 7.15 law END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 14.38 ~° FLOW VELOCITY(FEET /SEC.) = 3.17 DEPTH *VELOCITY(FT *FT /SEC.) = 1.41 .. ---- - - - - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.67 TC(MIN.) = 18.56 .. EFFECTIVE AREA(ACRES) = 2.67 AREA- AVERAGED Fm(INCH /HR)= .10 him AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 7.15 4m END OF RATIONAL METHOD ANALYSIS arr wr #fr �w #II w a 40 M ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rw HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 40 (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 an Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. rrr TEL (909) 356 - 1815 FAX (909) 356 -1795 `.." -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - err TIME /DATE OF STUDY: 15:20 7/23/2003 rr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Street Capacity Calculation, 100 year storm event * Hemlock Avenue @ Baseline Avenue * By: E.I. wr >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- w.. CONSTANT STREET GRADE(FEET /FEET) _ .016000 ( *) CONSTANT STREET FLOW(CFS) = 7.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 ----------------------------------------------------------- yr STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 13.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.47 **� PRODUCT OF DEPTH &VELOCITY = 1.41 ----------------------------------------------------- M s do eM do ( *) New Street grade per DWG 3063 (Hemlock Avenue) 0 .■ �. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) 40 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 -------------------------------------------------------------------------- �r TIME /DATE OF STUDY: 15:26 7/23/2003 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Catch Basin Calculation, 100 year storm event * Hemlock Avenue @ Baseline Avenue * * By: E.I. �r >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------ - - - - -- do Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.20 GUTTER FLOWDEPTH(FEET) _ .41 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 18.30 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.3 ar _ » »CALCULATED ESTIMATED INTERCEPTION(CFS - 7. Use W = 21' a sill 9 E 0 r, an .r� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ww 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 8253 SIERRA AVE. FONTANA CA. 92336 TEL. (909) 356 -1815 FAX (909) 356 -1795 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana * * 25 Year Storm Analysis yrr * * * at* FILE NAME: 269- 25.DAT om TIME /DATE OF STUDY: 10:18 4/ 7/2003 do USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------- ----------------------------------------------------------- 4W -- *TIME -OF- CONCENTRATION MODEL * -- aw USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 MW SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 ,,. 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1833 SLOPE OF INTENSITY DURATION CURVE = .6000 OR *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* M FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 �r ---------------------------------------------------------------------------- do » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 466.00 ON ELEVATION DATA: UPSTREAM(FEET) = 1389.50 DOWNSTREAM(FEET) = 1383.70 Aw Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.922 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.289 SUBAREA Tc AND LOSS RATE DATA(AMC II): on DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc to LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0 wm ,0 "5 -7 DWELLINGS /ACRE" A 1.61 .98 .50 32 10.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.06 da TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) = 4.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .w 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) = 1383.70 DOWNSTREAM ELEVATION(FEET) = 1381.40 STREET LENGTH(FEET) = 321.00 CURB HEIGHT(INCHES) = 6.0 r STREET HALFWIDTH(FEET) = 18.00 w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 rr. INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 low STREET PARKWAY CROSSFALL(DECIMAL) = .020 ` * * TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 owl HALFSTREET FLOOD WIDTH(FEET) = 12.06 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12 W PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .78 STREET FLOW TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 13.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.903 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ra "5 -7 DWELLINGS /ACRE" A 2.40 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 +** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.22 EFFECTIVE AREA(ACRES) = 4.01 AREA - AVERAGED Fm(INCH /HR) = 49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 8.72 to END OF SUBAREA STREET FLOW HYDRAULICS: 4r DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.46 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) _ .89 m wt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 1381.40 DOWNSTREAM ELEVATION(FEET) = 1374.30 STREET LENGTH(FEET) = 346.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 ow m m LIA DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 jw SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.62 ww STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 11.78 +� AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.28 a STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 15.08 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS .� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ra RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.90 .98 .50 32 «� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 ow SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.80 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) _ .49 " AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 11.82 ,., END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 12.34 �r FLOW VELOCITY(FEET /SEC.) = 3.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8.1 ------------------------------------------------------------------- ... »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< to MAINLINE Tc(MIN) = 15.08 �. * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): rr: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �w RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.20 dR EFFECTIVE AREA(ACRES) = 7.51 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 'w TOTAL AREA(ACRES) = 7.51 PEAK FLOW RATE(CFS) = 15.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< W >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< as INITIAL SUBAREA FLOW- LENGTH(FEET) = 295.00 lw Fm e ■0 *; ELEVATION DATA: UPSTREAM(FEET) = 1390.90 DOWNSTREAM(FEET) = 1388.20 ,m Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.673 'o * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.537 SUBAREA Tc AND LOSS RATE DATA(AMC II): or DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A .90 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.47 Ap SCS Tc (DECIMAL) CN (MIN.) Im do TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) _ .50 32 9.67 2.47 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6.1 rr -------------------------- -------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< �* »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1388.20 DOWNSTREAM ELEVATION(FEET) = 1381.90 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6.0 w.. STREET HALFWIDTH(FEET) = 18.00 rrr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 ,., INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 10.30 FLOW VELOCITY(FEET /SEC.) = 3.05 DEPTH *VELOCITY(FT *FT /SEC.) = 1.01 AM ii * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 8.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.83 �. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .85 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 11.72 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.152 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL Mr "5 -7 DWELLINGS /ACRE" A 2.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 f` SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.04 on EFFECTIVE AREA(ACRES) = 3.00 AREA - AVERAGED Fm(INCH /HR) _ .49 is AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 7.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 10.30 FLOW VELOCITY(FEET /SEC.) = 3.05 DEPTH *VELOCITY(FT *FT /SEC.) = 1.01 AM ii FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6.1 ---------------------------------------------------------------------------- .+. » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1381.90 DOWNSTREAM ELEVATION(FEET) = 1376.50 aw STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0 , STREET HALFWIDTH(FEET) = 18.00 In DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 go OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: .� STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 11.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 13.14 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.943 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 2.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 5.30 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 11.71 '+• END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 12.48 °* FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31 im Li r7 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** we FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8.1 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.14 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.943 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 1.60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.54 EFFECTIVE AREA(ACRES) = 6.90 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 15.25 Li r7 9 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »> (STANDARD CURB SECTION USED) ««< ---------------------------------------------------------------------------- , rr ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1376.50 DOWNSTREAM ELEVATION(FEET) = 1374.70 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 .�r OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 rr * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.46 .. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15 .. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) _ .79 Tc(MIN.) = 13.94 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.841 ... 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 .20 .98 .50 32 rw SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .42 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) _ .49 ++ AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 15.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE dw END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.22 FLOW VELOCITY(FEET /SEC.) = 3.13 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 END OF STUDY SUMMARY: +iw TOTAL AREA(ACRES) = 7.10 TC(MIN.) = 13.94 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR)= .49 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 15.25 ow END OF RATIONAL METHOD ANALYSIS v1lr dlL N .w. Im do ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: rn ALLARD ENGINEERING 8253 SIERRA AVE. FONTANA CA. 92336 .w TEL. (909) 356 -1815 FAX (909) 356 -1795 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana 100 Year Storm Analysis / Walnut Street * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WAL- 100.DAT �- TIME /DATE OF STUDY: 14:12 12/17/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - irr 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 r.. *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 rr USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* rr FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 2.1 rrw ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 539.00 +w ELEVATION DATA: UPSTREAM(FEET) = 1394.90 DOWNSTREAM(FEET) = 1386.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.734 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.831 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 .50 .98 .10 32 8.73 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 '° SUBAREA RUNOFF(CFS) = 2.13 so TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 2.13 0 0 MR 0 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6.1 ---------------------------------------------------------------------------- ,,. »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< » »>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1386.90 DOWNSTREAM ELEVATION(FEET) = 1369.67 STREET LENGTH(FEET) = 1000.00 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 on SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 am STREET PARKWAY CROSSFALL(DECIMAL) _ .020 mo do art ewa +rwr * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: irr STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.12 *^ AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 5.43 Tc(MIN.) = 14.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.615 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ,.., COMMERCIAL A 1.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 1.50 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 ar TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.75 END OF SUBAREA STREET FLOW HYDRAULICS: `rr DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET /SEC.) = 3.24 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 END OF STUDY SUMMARY: irr TOTAL AREA(ACRES) = 1.50 TC(MIN.) = 14.16 EFFECTIVE AREA(ACRES) = 1.50 AREA - AVERAGED Fm(INCH /HR)= .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 4.75 END OF RATIONAL METHOD ANALYSIS mo do art ewa +rwr an to E RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) .A (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 r Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE. FONTANA CA. 92336 TEL. (909) 356 -1815 FAX (909) 356 -1795 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana * �++ * 100 Year Storm Analysis / San Sevaine Road * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** VW FILE NAME: SAN- 100.DAT TIME /DATE OF STUDY: 18: 1 5/16/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - wr 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) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* +sue ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 2.1 +� ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 347.00 ELEVATION DATA: UPSTREAM(FEET) = 1384.58 DOWNSTREAM(FEET) = 1378.36 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 ww SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.052 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.492 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 .40 .98 .10 32 7.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 aui SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 do wit IN ws m SUBAREA RUNOFF(CFS) = 1.94 A. TOTAL AREA(ACRES) _ .40 PEAK FLOW RATE(CFS) = 1.94 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ... FLOW PROCESS FROM NODE 35.00 TO NODE 33.00 IS CODE = 6.1 rr --------------------------- ------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< .. » »>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1378.36 DOWNSTREAM ELEVATION(FEET) = 1370.70 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 No DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 am INSIDE STREET CROSSFALL(DECIMAL) _ .020 ********************************************* * * * * * * * * * * * * * * * * * * * OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 FLOW PROCESS FROM NODE 13.00 TO NODE 33.00 IS CODE = 8.1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 irr * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ MAINLINE Tc(MIN) = 9.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: .. STREET FLOW DEPTH(FEET) _ .34 ,rr HALFSTREET FLOOD WIDTH(FEET) = 9.07 SUBAREA LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .99 SCS STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 9.63 (DECIMAL) �r * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.557 RESIDENTIAL SUBAREA LOSS RATE DATA(AMC II): "5 -7 DWELLINGS /ACRE" A .50 .98 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 ,., SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 2.01 EFFECTIVE AREA(ACRES) _ .90 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.61 Mrr END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 9.98 �1 FLOW VELOCITY(FEET /SEC.) = 3.05 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09 Aw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 33.00 IS CODE = 8.1 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 9.63 4w * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.557 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 .50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 Aw 0 ®w am SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.83 «s EFFECTIVE AREA(ACRES) = 1.40 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 40 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 5.44 sm END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 9.63 u „ EFFECTIVE AREA(ACRES) = 1.40 AREA - AVERAGED Fm(INCH /HR)= .24 ... AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 PEAK FLOW RATE(CFS) = 5.44 END OF RATIONAL METHOD ANALYSIS e as rr .r ow wa 8 .m dw 0 E qm 40 40 40 ON vw .. .w 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 err Analysis prepared by: ... ALLARD ENGINEERING 8253 SIERRA AVE. r FONTANA CA. 92336 TEL. (909) 356 -1815 FAX (909) 356 -1795 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Tract 16269, Fontana 100 Year Storm Analysis / Hemlock Avenue rr * FILE NAME: HEM- 100.DAT TIME /DATE OF STUDY: 9:59 3/31/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------- ,,,, -- *TIME -OF- CONCENTRATION MODEL' r" 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 r *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) = 1.5200 ws *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* am +err ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4W FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2.1 40 -------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ww >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1394.90 DOWNSTREAM(FEET) = 1381.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.843 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.795 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 .80 .98 .10 32 8.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 rw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 4m girl SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) .80 PEAK FLOW RATE(CFS) = 3.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) .80 TC(MIN.) = 8.84 EFFECTIVE AREA(ACRES) .80 AREA—AVERAGED Fm(INCH/HR)= .10 AREA—AVERAGED Fp(INCH/HR) .97 AREA—AVERAGED Ap = .10 No PEAK FLOW RATE(CFS) = 3.38 END OF RATIONAL METHOD ANALYSIS err ow oft wim m .m. am am as 0 ar srr 0 m "m Nn Lm I 0 0 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 wr Analysis prepared by: w.. ALLARD ENGINEERING 8253 SIERRA AVE. FONTANA CA. 92336 TEL. (909) 356 -1815 FAX (909) 356 -1795 yM * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Tract 16269, Fontana MW * 25 Year Storm Analysis / San Sevaine Road ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** err. ... FILE NAME: SAN- 100.DAT TIME /DATE OF STUDY: 17:50 5/16/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - rrr USER SPECIFIED STORM EVENT(YEAR) = 25.00 r 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) = 1.1800 am *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* go FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 2.1 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 347.00 ELEVATION DATA: UPSTREAM(FEET) = 1384.58 DOWNSTREAM(FEET) = 1378.36 i Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 w SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.052 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.264 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 .40 .98 .10 32 7.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 i ws 10 wt SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.50 am ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �. FLOW PROCESS FROM NODE 35.00 TO NODE 33.00 IS CODE = 6.1 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ... »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1378.36 DOWNSTREAM ELEVATION(FEET) = 1370.70 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 8.79 to FLOW VELOCITY(FEET /SEC.) = 2.87 DEPTH *VELOCITY(FT *FT /SEC.) _ .96 aA DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 ********************************************* * * * * * * * * * * * * * * * * * * * OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 +rwwa IS CODE = 8.1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 vow * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.27 MAINLINE Tc(MIN) = 9.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ++a STREET FLOW DEPTH(FEET) = .32 rr HALFSTREET FLOOD WIDTH(FEET) = 7.94 SUBAREA LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 DEVELOPMENT TYPE/ SCS SOIL AREA Fp PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .88 SCS STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 9.76 (DECIMAL) rw * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.508 RESIDENTIAL SUBAREA LOSS RATE DATA(AMC II): "5 -7 DWELLINGS /ACRE" A .50 .98 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 ... SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) _ .90 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 8.79 to FLOW VELOCITY(FEET /SEC.) = 2.87 DEPTH *VELOCITY(FT *FT /SEC.) _ .96 aA ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 33.00 IS CODE = 8.1 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.76 ++a * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.508 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 .50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 R F am aw an ri. a. w w,. me ma 40 .. ao 4" AN 4s 0 40 IN ON 4" +a SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 1.40 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 rw TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.12 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: irr TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 9.76 EFFECTIVE AREA(ACRES) = 1.40 AREA - AVERAGED Fm(INCH /HR)= .24 ,R AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 PEAK FLOW RATE(CFS) = 4.12 r .. -------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS wr am aw an ri. a. w w,. me ma 40 .. ao 4" AN 4s 0 40 IN ON 4" +a IN our Sri ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 8253 SIERRA AVE. FONTANA CA. 92336 TEL. (909) 356 -1815 FAX (909) 356 -1795 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana * * 25 Year Storm Analysis / Hemlock Avenue * arr FILE NAME: HEM- 100.DAT TIME /DATE OF STUDY: 10: 1 3/31/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .. -- *TIME -OF- CONCENTRATION MODEL * -- so USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 4M SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 do *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* AM SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.1800 arw *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* +.s err ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2.1 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< dN ------------------------------------------------------ INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1394.90 DOWNSTREAM(FEET) = 1381.10 aw to Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.843 40 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.722 SUBAREA Tc AND LOSS RATE DATA(AMC II): to DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ` COMMERCIAL A .80 .98 .10 32 8.84 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 yew i 0 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) .80 PEAK FLOW RATE(CFS) = 2.61 END OF STUDY SUMMARY: do TOTAL AREA(ACRES) .80 TC(MIN.) = 8.84 EFFECTIVE AREA(ACRES) .80 AREA-AVERAGED FM(INCH/HR)= .10 40 AREA-AVERAGED Fp(INCH/HR) .97 AREA-AVERAGED Ap = .10 IN PEAK FLOW RATE(CFS) = 2.61 END OF RATIONAL METHOD ANALYSIS qtr err MAN ON sm vo ON No an aw vw on 4A 0 0 40 40 0 "o 10 q HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) .�. Ver. 5.1 Release Date: 01/01/95 License ID 1400 M Analysis prepared by: �t ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 7:15 5/20/2003 +�w * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Tract 16269, Fontana .. * Street Capacity Calculation * Maximum Q at Lucero Drive and Cory Way ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>STREETFLOW MODEL INPUT INFORMATION <<<< "^ ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .007300 CONSTANT STREET FLOW DEPTH(FEET) _ .50i'* �1 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 s CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 rrr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 �., OUT'SIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT. SYMMETRICAL CURB HEIGHT(FEET) _ .50 we CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 ups CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- �w WARNING: STREET FLOW SPLITS OVER STREET - CROWN. STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 HALFSTREET FLOW(CFS) = 10.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.86 PRODUCT OF DEPTH &VELOCITY = 1.43 iM +at Q max. = 18.0 CFS allowable in each side at Lucero Drive at Cory Way. OK. W �J ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: w ALLARD ENGINEERING .. 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 �. ---------------------------------------------------------------------------- irr TIME /DATE OF STUDY: 10: 9 3/31/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- so DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana Street Capacity Calculation / 25 Year Storm Event * Cory Place, @ San Sevaine Rd. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »STREETFLOW MODEL INPUT INFORMATION«« .. ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .005400 CONSTANT STREET FLOW(CFS) = 15.80 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 err CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- 1Y�1 STREET FLOW DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY = 1.15 �w ++w +�w s�rr q e 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: 4M ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- ""' TIME /DATE OF STUDY: 16:43 12/17/2002 ---------------------------------------------------------------------------- � r ---------------------------------------------------------------------------- ** *STREET FLOWING FULL * ** rr 4W STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 sUf AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF DEPTH &VELOCITY = 1.45 E �r w� 8 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ,.a * Tract 16269, Fontana * Street Capacity Calculation / 100 Yr. Storm Lucero Drive @ Tract boundary ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** trr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �. >>>>STREETFLOW MODEL INPUT INFORMATION«« rr ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .007300 .. CONSTANT STREET FLOW(CFS) = 20.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 ow CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 err CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** rr 4W STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 sUf AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF DEPTH &VELOCITY = 1.45 E �r w� 8 9 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 rrr Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 VOL ---------------------------------------------------------------------------- "" TIME /DATE OF STUDY: 16:45 12/17/2002 srr ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** „ * Tract 16269, Fontana * Street Capacity Calculation / 25 Yr. Storm .. * Lucero Drive @ Tract boundary ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< rr ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .007300 ,.. CONSTANT STREET FLOW(CFS) = 15.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 r CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 r CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 arr► CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: +rr --------------------------=------------------------------------------------- STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY = 1.21 i w go wAr 1�1 .�c do M w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .�r HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: rr. ALLARD ENGINEERING .., 8253 SIERRA AVE FONTANA CA. "A TEL (909) 356 - 1815 FAX (909) 356 -1795 ". - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �r TIME /DATE OF STUDY: 10:37 3/31/2003 AM rr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Tract 16269, Fontana * Street Capacity Calculation / 100 Year Storm Event • Walnut Street @ San Sevaine Road ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r. »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- *•, CONSTANT STREET GRADE(FEET /FEET) _ .014800 CONSTANT STREET FLOW(CFS) = 4.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 25.00 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 do 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: war ------------------------------ --------- - -- - --------------------------------- STREET FLOW DEPTH(FEET) _ .37 �1 HALFSTREET FLOOD WIDTH(FEET) = 12.15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01 PRODUCT OF DEPTH &VELOCITY = 1.11 r1f --------------------------- ------------------------------------- go is ii111 .�r p ED a HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 .s. Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE rr FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- +i. TIME /DATE OF STUDY: 16:17 5/19/2003 +irs * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ^� * Tract 16269, Fontana * Street Capacity Calculation / 100 Year Storm ' * San Sevaine Road, @ C. B. No. 1 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< .. ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .017000 CONSTANT STREET FLOW(CFS) = 5.44 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 a OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 ++w 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 r�r STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY = 1.27 vs o to ar lilt aw IN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 w.. Analysis prepared by: ALLARD ENGINEERING iw 8253 SIERRA AVE FONTANA CA. Wk TEL (909) 356 - 1815 FAX (909) 356 -1795 an ---------------------------------------------------------------------------- an TIME /DATE OF STUDY: 13:43 4/ 7/2003 w * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION * Tract 16269, Fontana * Street Capacity Calculation / 25 Year * San Sevaine Road, @ C. B. No. 1 OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Storm * rrr » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- *w CONSTANT STREET GRADE(FEET /FEET) _ .017000 CONSTANT STREET FLOW(CFS) = 4.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 .. 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) _ .34 +� HALFSTREET FLOOD WIDTH(FEET) = 10.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY = 1.09 sar IN do a am �w r qW ds ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ww HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 OW Analysis prepared by: r. ALLARD ENGINEERING ,,.. 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 --------------------------------------- TIME /DATE OF STUDY: 14:29 3/31/2003 4W DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana Street Capacity Calculation, Royal Crest Way * 25 Year Storm Event ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- .. CONSTANT STREET GRADE(FEET /FEET) _ .025200 CONSTANT STREET FLOW(CFS) = 11.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 " DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 r INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 4 " CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES /llt STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .36 dK HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.07 wr PRODUCT OF DEPTH &VELOCITY = 1.45 ----------------------------------------------------------- 4W M I� grit MM r7 *r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** s� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING ,,. 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 .. ---------------------------------------------------------------------------- r� TIME /DATE OF STUDY: 14:21 3/31/2003 ow rw * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana Street Capacity Calculation, Royal Crest Way * 100 Year Storm Event ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- .• CONSTANT STREET GRADE(FEET /FEET) = .025200 CONSTANT STREET FLOW(CFS) = 16.00 rra AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 rri 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) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .40 tlll HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.06 PRODUCT OF DEPTH &VELOCITY = 1.62 go wA dW r� wr a ww rr 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE am (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 aew Analysis prepared by: rr� ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 16:52 5/19/2003 rir * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Street Capacity Calculation * Hemlock Avenue rr� * 100 year storm event ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .020600 rr CONSTANT STREET FLOW(CFS) = 3.40 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 EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.80 X111 PRODUCT OF DEPTH &VELOCITY = .75 W id RN ro 40 w� rr Aft 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** •ss HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 a Analysis prepared by: oar ALLARD ENGINEERING 8253 SIERRA AVE arr FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ------------------------------------------------------------------------ ssr TIME /DATE OF STUDY: 16:57 5/19/2003 ww sss * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Street Capacity Calculation * * Hemlock Avenue * * 25 year storm event ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ----------------------------------------------------------------- .. CONSTANT STREET GRADE(FEET /FEET) _ .020600 r . r CONSTANT STREET FLOW(CFS) = 2.60 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 aas CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .25 HALFSTREET FLOOD WIDTH(FEET) = 6.41 asp AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH &VELOCITY = .62 do ■sa ass all srr L-7 r -, r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** am HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 40 (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 air Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 17:25 5/19/2003 rw * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** a .. * CORY PLACE FLOWING FULL CAPACITY (H =0.5') * AT THE BEGINNING OF CATCH BASIN No. 3 r * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..r >> >>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- ... CONSTANT STREET GRADE(FEET /FEET) _ .005400 CONSTANT STREET FLOW DEPTH(FEET) _ .50 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 w� CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 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. No STREET FLOW MODEL RESULTS: w� ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.69 HALFSTREET FLOW(CFS) = 8.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 it PRODUCT OF DEPTH &VELOCITY = 1.18 + MAXIMUM Q = 8.52 CFS -------------------------------------------------------- 40 d0 w C.B.# 3 LATERAL 'A' W =21' O 10.2 CFS 0 Cn V) � C/7 LL C/7 v v vJ c� v CD CD uj Go L I ' O V C-D O Ln O LC7 N - N O O J c3r c1 a O 36' N Ln N Q100 = 10.2 CFS Q25 = 8.5 CFS 0.54% 26 27 IN A 25 YEAR EVENT STORM FLOW IN EXCESS OF 8.5 CFS WILL CREST THE CENTERLINE OF CORY PLACE AND FLOW ON THE SOUTH SIDE OF THE STREET. IN A 100 YEAR EVENT STORM, BOTH SIDES OF CORY PLACE WILL CARRY FLOW EVENLY: Q100 = 2.2 CFS CORY Q25 = 1.6 CFS 0. 51 % PLACE 0100 = 2.2 CFS 025 = 1.6 CFS Q100 = 10.2 CFS Q25 = 6.5 CFS C.B# 2 LINE 'A' W =21' O 10.2 CFS 33 1 " =20' .. ....... ........ . . . . .. .. ........... C" I ........ LL O z G% OUP Q 0 z�w O U C/) }- cn Q 32 o�0 U) cn U STREET CAPACITY EXHIBIT TRACT 16269, FONTANA APRIL 7, 2003 J.N.: 192.01.01 q F ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �w HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: rw ALLARD ENGINEERING ... 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ., ---------------------------------------------------------------------------- ,� TIME /DATE OF STUDY: 13:49 4/ 7/2003 .w err * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana * Catch Basin Calculation * Catch Basin No.l, @ San Sevaine Rd. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- A" am Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.10 (25 year storm) ., GUTTER FLOWDEPTH(FEET) _ .34 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 12.70 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.7 r » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.1 u11 40 d6 0 N R ■w R MR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: +rr ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME /DATE OF STUDY: 8:56 5/21/2003 am * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana +� * Catch Basin Calculation * Catch Basin No. 1, San Sevaine Road aw ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------------- MW Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. ow w STREETFLOW(CFS) = 5.4 an GUTTER FLOWDEPTH(FEET) _ .37 BASIN LOCAL DEPRESSION(FEET) _ .33 to FLOWBY BASIN WIDTH(FEET) = 14.00 *� >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.4 M >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 4M Q flow -by = 0.3 cfs ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 40 do om to N 40 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 +wr 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 4 r ---------------------------------------------------------------------------- so TIME /DATE OF STUDY: 9: 2 5/21/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- wo * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .�r >>>>SUMP TYPE BASIN INPUT INFORMATION<< << ---------------------------------------------------------------------- - - - - -- +•+ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. .ew to BASIN INFLOW(CFS) = 5.10 MW BASIN OPENING(FEET) _ .88 DEPTH OF WATER(FEET) _ .90 Sir► >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.97 W required = 4.0' r USE W = 7.0' 4.r E w do d 4W 40 F ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 40 Analysis prepared by: ALLARD ENGINEERING ,., 8253 SIERRA AVE FONTANA CA. �r TEL (909) 356 - 1815 FAX (909) 356 -1795 --------------------------------------- �w TIME /DATE OF STUDY: 9:27 4/ 3/2003 w� * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana Catch Basin Calculation, 100 Year Storm Event * Catch Basin No. 2 & No. 3 @ Cory Place ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------------- m.. *M Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. err STREETFLOW(CFS) = 10.20 GUTTER FLOWDEPTH (FEET) _ .54 k4-r) BASIN LOCAL DEPRESSION(FEET) _ .33 as FLOWBY BASIN WIDTH(FEET) = 19.40 *u »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 19.4 rrr » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.2 M a �) . 'z ' r 40 5� �c 40 do E .. go F a�lll ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 .M Analysis prepared by: ■rr ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. rr TEL (909) 356 - 1815 FAX (909) 356 -1795 -- - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - rf TIME /DATE OF STUDY: 18:11 3/31/2003 ma * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16269, Fontana *� * Street Capacity Calculation, 100 Year Storm Event * Cory Place Q Royal Crest Way ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------------- .. CONSTANT STREET GRADE(FEET /FEET) = .005100 CONSTANT STREET FLOW(CFS) = 20.40 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) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ■r ** *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. 90 THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .54 '" HALFSTREET FLOOD WIDTH(FEET) = 20.00 40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY = 1.27 ------------------------------------------------------ - - - - -- do an 4b w No +w 40 40 do 8111 40 go go g1 40 w1 ar lw we i11M am 41111 a as sm M 40 an 40 di in 40 I� wq w 411f Tl Tract 16269, Fontana T2 Line "A" T3 SO 1002.2601364.700 1 1366.960 R 1032.2301365.030 1 .013 R 1062.0801365.350 1 .013 R 1116.4701365.950 1 .013 R 1117.3801365.970 1 .013 JX 1118.8801365.980 1 2 .013 10.200 1366.720 R 1146.3101366.280 1 .013 R 1167.3001366.520 1 .013 WE 1167.3001366.520 3 .250 SH 1167.3001366.520 3 1366.520 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 2 0 .000 7.500 21.000 .000 .000 .00 Q 10.200 .0 .000 .000 0 45.000 .000 0 .000 .000 0 1.372 .000 0 -45.0 2.262 41.359 .000 0 .000 .000 0 I FILE: 269 -a.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 4- 2 -2003 Time: 7 :48:30 Tract 16269, Fontana Line "A" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I - L /Elem - I - ICh Slope I - I - I - I - I - I - I - I - - I - SF Avel - I - HF ISE - I - DpthlFroude - I - NINorm - I - Dp - I - I "N" - I - I X -Fall) ZR - I IType Ch *****.* �+ I****** a** I**: r* �* a* I*****•*** I**** a**** I��***** I** �*** �I*****+*** t***>* �+ 1�***+*+* I * * * * * * * *I * *� * * * *I * * * * * * *I * * *a* I * *�� + ** 1002.260 I I 1364.700 I 2.260 I 1366.960 I 20.40 3.57 I .20 I 1367.16 .00 I 1.45 I 2.59 I 3.000 I I .000 .00 1 1 .0 8.246 .0110 .0012 .01 2.26 .42 1.11 .013 .00 .00 PIPE 1010.506 I I 1364.791 I 2.159 I 1366.950 i 20.40 3.75 I .22 I 1367.17 .00 I 1.45 I 2.69 I 3.000 I I .000 .00 I 1 .0 - I - 7.345 - I - .0110 - I - - I - - I - - I - - I - .0013 - I - .01 - I - 2.16 - I - .46 - I - 1.11 - i - .013 - I - .00 .00 1- PIPE 1017.851 I I 1364.872 I 2.066 1366.938 I I 20.40 3.93 I .24 i 1367.18 .00 i 1.45 I 2.78 I 3.000 I I .000 .00 I 1 .0 - I - 6.506 - t - .0110 - I - - I - - I - - I - - I - .0015 - I - .01 - I - 2.07 - I - .51 - I - 1.11 - I - .013 - I - .00 .00 1- PIPE 1024.357 I I 1364.943 I 1.980 1366.923 I I 20.40 4.12 I .26 I 1367.19 .00 I 1.45 I 2.84 I 3.000 I i .000 .00 i 1 .0 - I - 5.736 - I - .0110 - I - - I - - i - - I - - I - .0017 - I - .01 - I - 1.98 - I - .55 - I - 1.11 - i - .013 - I - .00 .00 1- PIPE 1030.093 I I 1365.007 I 1.900 1366.907 I I 20.40 4.32 I .29 I 1367.20 .00 I 1.45 I 2.89 I 3.000 I I .000 .00 I 1 .0 - I - 2.137 - I - .0110 - i - - I - - I - - I - - I - .0018 - I - .00 - I - 1.90 - I - .60 - I - 1.11 - I - .013 - I - .00 .00 1- PIPE 1032.230 I I 1365.030 i 1.869 1366.899 I I 20.40 4.41 I .30 I 1367.20 .05 I 1.45 I 2.91 I 3.000 I I .000 .00 I 1 .0 - 1 - 2.975 - I - .0107 - I - - I - - I - - I - - I - .0019 - I - .01 - I - 1.92 - I - .62 - I - 1.12 - I - .013 - I - .00 .00 1- PIPE 1035.205 t 1365.062 I I 1.825 1366.887 i I 20.40 4.53 I .32 I 1367.21 .05 I 1.45 I 2.93 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1035.205 - I - I 1365.062 - I - I I 1.134 1366.196 - I - I I 20.40 8.34 1.08 I I 1367.27 .17 I 1.45 I 2.91 I 3.000 I I .000 .00 1 1 C 26.875 .0107 - I - - i - - I - - I - .0099 - I - .27 - I - 1.30 - I - 1.60 1.12 - I - - I - .013 - I - .00 .00 1- PIPE 1062.080 I 1365.350 I I 1.151 1366.500 I I 20.40 8.17 1.04 I I 1367.54 .00 I 1.45 I 2.92 I 3.000 I I .000 .00 I 1 C - I - 13.176 - I - .0110 - I - - I - - I - - I - - i - .0094 - I - .12 - I - 1.15 - I - 1.56 1.11 - i - - I - .013 - I - .00 .00 1- PIPE it ! a! a l it A 1k, I a A ! 1 t 1 t 1 a 1 t 1 i 1 It 1 E l 1 I 1 1 a (1 a I & A FILE: 269 -a.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 4- 2 -2003 Time: 7:48:30 Tract 16269, Fontana Line "A" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station i Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width -I- IDia. -FTIor -I- I.D.I -I- ZL -I IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- -I- DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I I I I I I 1075.255 I 1365.495 I 1.166 I 1366.661 I 20.40 8.02 I 1.00 I 1367.66 I .00 1.45 - I - 2.92 - I - 3.000 - I - .000 - I - .00 1 .0 1- - I - 19.907 - I - .0110 - I - - I - - I - - I - - I - .0086 - I - .17 - i - 1.17 1.52 1.11 .013 .00 I I .00 PIPE I I 1095.162 I 1365.715 I 1.208 I 1366.923 I 20.40 7.65 I .91 I 1367.83 I .00 - I - 1.45 - I - I 2.94 - I - I 3.000 - I - .000 - I - .00 1 .0 1- - I - 11.020 - I - .0110 - I - - I - - i - - i - - I - .0075 - I - .08 1.21 1.42 1.11 .013 .00 I I .00 PIPE I I 1106.182 I 1365.836 i 1.252 I 1367.089 I 20.40 7.29 I .83 I 1367.91 I .00 - I - 1.45 - I - I 2.96 - I - I 3.000 - I - .000 - I - .00 1 .0 1 - I - 6.583 - I - .0110 - I - - t - - I - - i - - 1 - .0066 - I - .04 1.25 1.32 1.11 .013 .00 I I .00 PIPE I I 1112.765 I 1365.909 I 1.298 I 1367.207 I 20.40 6.96 I .75 I 1367.96 I .00 - I - 1.45 - I - I 2.97 - I - I 3.000 - I - .000 - I - .00 1 .0 1 - I - 3.705 - I - .0110 - I - - I - - i - - I - - I - .0058 - I - .02 1.30 1.23 1.11 .013 I .00 I I .00 PIPE I I 1116.470 I 1365.950 I 1.347 I 1367.297 I 20.40 6.63 I .68 I 1367.98 I .11 1.45 - I - I 2.98 - I - 3.000 - I - .000 - I - .00 1 .0 1- - i - .691 - I - .0220 - I - - I - - I - - I - - I - .0051 - I - .00 - I - 1.45 1.15 .92 .013 I .00 I I .00 PIPE I I 1117.161 I 1365.965 I 1.396 I 1367.361 I 20.40 6.33 I .62 I 1367.98 I .10 -I- 1.45 -I- I 2.99 -I- 3.000 -I- .000 -I- .00 1 .0 1- -I- .219 -I- .0220 -I- -I- -I- -I- -I- .0045 -I- .00 1.49 1.07 .92 .013 .00 I I .00 PIPE i I 1117.380 I 1365.970 I 1.450 i 1367.420 I 20.40 6.03 I .56 I 1367.98 I .09 1.45 I 3.00 I 3.000 .000 .00 1 .0 JUNCT STR .0067 1.54 1.00 .013 .00 .00 I- PIPE 1118.880 1365.980 .792 1366.772 10.20 6.83 .73 1367.50 - I - .10 - I - 1.01 - I - 2.64 3.000 - I - - I - .000 - I - .00 1 .0 1- - I - 6.383 - I - .0109 - i - - i - - I - - I - - I - .0099 .06 .89 1.60 .78 .013 .00 .00 I PIPE I 1125.263 I I 1366.050 I .796 1366.846 I I 10.20 6.78 .71 I I 1367.56 I .10 1.01 - I - I 2.65 I 3.000 - I - - I - I .000 - I - .00 1 .0 1- - I - 21.047 - i - .0109 - I - - I - - I - - i - - I - .0092 - I - .19 - I - -90 1.59 .78 .013 .00 .00 PIPE I! a I a ! t o W I A l 0! k ! I I f i t i 1 I I 1 t I a I[ t a I a i r I FILE: 269 -a.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 4- 2 -2003 Time: 7:48:30 Tract 16269, Fontana Line "A" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width -I- IDia. -FTlor -I- I.D.1 -I- ZL -I IPrs /Pip -I- L /Elem -I- ICh Slope I -1- I -I- I -I- I -I- -I- SF Avel -i- HF ISE -I- DpthlFroude -I- NINorm Dp I "N" I X -Fa111 ZR IType Ch **+****** I***** �** s1******+* 1***•* s**+ I+*+* s+*+ �1+** �** rl*** �*+ �I**+***+** I***** �* I�+**+*** 1 I * * * *s *� *I * + * * * * *I I I * *�� * + *I I * * * ** I�� * * * ** I 1146.310 I i 1366.280 I .824 I 1367.104 I 10.20 6.46 I .65 I 1367.75 .00 I 1.01 2.68 3.000 -I- .000 - I - .00 1 .0 1- -I- 8.192 - I - .0114 -i- - I - -i- -I- -I- .0081 - I - .07 -I- .82 -I- 1.48 -I .77 .013 .00 .00 PIPE 1154.502 I I 1366.374 I .849 I 1367.223 I 10.20 6.19 I .60 I 1367.82 .00 I I 1.01 2.70 I i 3.000 I .000 .00 I 1 .0 5.632 .0114 .0071 .04 .85 1.40 .77 .013 .00 .00 PIPE 1160.134 I I 1366.438 I .879 1367.317 I I 10.20 5.91 .54 I I 1367.86 .00 I 1.01 I 2.73 - I - I 3.000 - I - I I .000 - I - .00 I 1 .0 1- - I - 3.521 - I - .0114 - I - - t - - I - - I - - I - .0063 - I - .02 - I - .88 - I - 1.31 .77 .013 .00 .00 PIPE I 1163.655 I I 1366.478 I .910 1367.388 1 I 10.20 5.63 .49 I i 1367.88 .00 I 1.01 i 2.76 - I - i 3.000 - I - I .000 - I - I .00 1 .0 1- - I - 2.142 - i - .0114 - I - - I - - I - - I - - I - .0055 - I - .01 - I - .91 - I - 1.22 .77 .013 .00 .00 PIPE I 1165.798 I 1366.503 I I .942 1367.445 I I 10.20 5.37 .45 i I 1367.89 .00 I 1.01 I 2.78 - I - i 3.000 - I - I .000 - I - i .00 1 .0 1- - I - 1.159 - I - .0114 - I - - I - - I - - I - - I - .0048 - I - .01 - I - .94 - I - 1.15 .77 .013 .00 .00 I PIPE I 1166.957 I 1366.516 1 I .975 1367.491 I I 10.20 5.12 .41 I I 1367.90 .00 I 1.01 I 2.81 - I - I 3.000 - I - I .000 - I - .00 1 .0 1- - I - .343 - i - .0114 - i - - I - - I - - I - - I - .0042 - I - .00 - I - .98 - I - 1.07 .77 .013 .00 .00 PIPE I 1167.300 i 1366.520 I I 1.011 1367.531 I I 10.20 4.87 .37 I I 1367.90 .00 I 1.01 I 2.84 i 3.000 i .000 I .00 1 C WALL ENTRANCE i 1167.300 -I- I 1366.520 -I- I I 1.545 -I- 1368.065 -I- I I 10.20 -I- .31 -I- .00 -I- I I 1368.07 -I- .00 -I- I .19 -I- I 21.00 -I- I 7.500 -I- I 21.000 -I- I .00 0 C I- "a Aw wi 4w IN ww wr +w rr wr w�a arr awr Iw M A aw N awr do as IK T1 Blackmon Homes Tract 16269 T2 Lateral " A " T3 SO 1002.0601366.720 1 1367.420 R 1020.7401367.380 1 .013 WE 1020.7401367.380 2 .250 SH 1020.7401367.380 2 1367.380 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 6.500 21.000 .000 .000 .00 Q 10.200 .0 0 000 .000 0 ! i I 1 1i ! t A 1k ! 9 l I i 11 11 1 1 t 1 A I 11 t # 1 1 1! i I x 1 11 1 FILE: blkmonlata.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4- 2 -2003 Time: 8:40:28 Blackmon Homes Tract 16269 Lateral " A " +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.060 1366.720 .889 1367.609 10.20 9.35 1.36 1368.97 .00 1.23 1.47 1.500 .000 .00 1 .0 2.242 .0353 .0212 .05 .89 1.92 .76 .013 .00 .00 PIPE 1004.302 1366.799 .901 1367.700 10.20 9.19 1.31 1369.01 .00 1.23 1.47 1.500 .000 .00 1 .0 5.218 .0353 .0196 .10 .90 1.86 .76 .013 .00 .00 PIPE 1009.521 1366.984 .938 1367.922 10.20 8.76 1.19 1369.11 .00 1.23 1.45 1.500 .000 .00 1 .0 3.806 .0353 .0174 .07 .94 1.73 .76 .013 .00 .00 PIPE 1013.326 1367.118 .978 1368.096 10.20 8.36 1.08 1369.18 .00 1.23 1.43 1.500 .000 .00 1 .0 2.841 .0353 .0154 .04 .98 1.59 .76 .013 .00 .00 PIPE 1016.167 1367.218 1.020 1368.239 10.20 7.97 .99 1369.22 .00 1.23 1.40 1.500 .000 .00 1 .0 2.065 .0353 .0137 .03 1.02 1.47 .76 .013 .00 .00 PIPE 1018.232 1367.291 1.065 1368.356 10.20 7.60 .90 1369.25 .00 1.23 1.36 1.500 .000 .00 1 .0 1.407 .0353 .0123 .02 1.07 1.35 .76 .013 .00 .00 PIPE 1019.639 1367.341 1.114 1368.455 10.20 7.24 .81 1369.27 .00 1.23 1.31 1.500 .000 .00 1 .0 .824 .0353 .0110 .01 1.11 1.23 .76 .013 .00 .00 PIPE 1020.464 1367.370 1.168 1368.538 10.20 6.91 .74 1369.28 .00 1.23 1.25 1.500 .000 .00 1 .0 .276 .0353 .0099 .00 1.17 1.12 .76 .013 .00 .00 PIPE 1020.740 1367.380 1.229 1368.609 10.20 6.58 .67 1369.28 .00 1.23 1.15 1.500 .000 .00 1 .0 WALL ENTRANCE I I a a! t I I t a I[ f t! I I I ! t 1 1 l I i I 1 f I I I I 1 k 1 FILE: blkmonlata.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4- 2 -2003 Time: 8:40:28 Blackmon Homes Tract 16269 Lateral " A " *** r** t* ��r«+«* r** t* a�** �a��« r* r*** � t+*+ rx**++** r*+ a**++*«**, t** a«+ r, t+* ��* ��* tr++ r**« r++. wr* r*** � +r,t,rw,t +w *wt * * +r * * *w + * +r + +x *♦ • *+. *� + +* Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase Wti INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I i I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IT ype Ch 1020.740 1367.380 2.421 1369.801 10.20 .20 .00 1369.80 .00 .19 21.00 6.500 21.000 .00 0 .0 ,.. O, fm WN am wx +Rw An mw ,r11 ,ww wr 111 do rir asr do wU Ills 4w 40 MR i ON m alr AN T1 Tract 16269, Fontana T2 Lateral "B" T3 SO 1004.5001363.870 1 R 1016.6501364.010 1 0 WE 1016.6501364.010 2 SH 1016.6501364.010 2 CD 1 4 1 .000 1.500 CD 2 2 0 .000 7.000 Q 3.500 .0 1365.380 .013 .250 1364.010 .000 .000 .000 .00 14.000 .000 .000 .00 0 111 111 FILE: 269- Lat -B.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12 -18 -2002 Time: 1:29:55 Tract 16269, Fontana Lateral "B" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INO Wth Station I Elev I -i- (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL (Prs /Pip -I- L /Elem ICh Slope I -I- -I- I -I- I I -I- -I- -I- -I- SF Avel HF ISE DpthlFroude -I- NlNorm -I- Dp -I- -I- I "N" I X -Fall) -i ZR IType Ch I I 1004.500 -I- 1363.870 - I - 1.510 - I - I 1365.380 I i 3.50 I I 1.98 .06 1365.44 .00 I .71 I .00 I I I 1.500 .000 .00 I 1 .0 .961 .0115 - I - - I - - I - - I - - I- - I- .0011 .00 1.51 - I - .00 - I - .57 - I - - I - .013 .00 .00 1 PIPE 1005.461 -I- I I 1363.881 - I - 1.500 I 1365.381 I i 3.50 I I 1.98 .06 1365.44 .00 I .71 I .00 I I I 1.500 .000 .00 I 1 .0 11.189 .0115 -I- - I - - I - -I- - I - - i- -I- .0010 .01 1.50 - I - .00 - I - .57 - I - - I - .013 .00 .00 1 PIPE 1016.650 I 1364.010 I 1.376 i 1365.386 i I 3.50 I I 2.06 .07 1365.45 .00 I .71 I .82 I I I 1.500 .000 .00 I 1 .0 WALL ENTRANCE 1016.650 -I- I 1364.010 -I- I 1.504 -I- f 1365.515 -I- I I 3.50 -I- I I .17 .00 1365.51 .00 -I- -I- -I- -I- I .12 -I- I 14.00 -I- I I I 7.000 14.000 -I- -I- .00 I 0 .0 I- I= a,. rr ww #i as ear a,a rr it 'm wr 4�1 air Im 4m Aw Im ilk aA M111 awl T1 Tract 16269, Fontana T2 Lateral "C" T3 SO 1006.9801361.430 1 R 1010.9801361.460 1 TS 1011.0001361.480 2 R 1089.9101363.210 2 WE 1089.9101363.210 3 SH 1089.9101363.210 3 CD 1 4 1 .000 3.000 CD 2 4 1 .000 2.000 CD 3 2 0 .000 6.250 Q 5.200 .0 1366.250 013 013 013 250 1363.210 .000 .000 .000 .00 .000 .000 .000 .00 7.000 .000 .000 .00 .000 .000 .000 0 .000 0 .000 0 a i a 1 a 1 ■! a 1 k A a I! ! i I II t/ w A a 1 a A a s ! I A A k! E I FILE: 269- LAT -C.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 4- 7 -2003 Time: 1:33:49 Tract 16269, Fontana Lateral "C" I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow Top[Height /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem - I - ICh Slope I - I - I - I- - I - I I - I - - I - SF Avel - I - - I - HF ISE DpthiFroude - I - NINorm - I - Dp - I - I "N" -i I X -Fall) - I ZR IType Ch i 1006.980 I 1361.430 I 4.820 1366.250 I I 5.20 .74 I .01 I 1366.26 .00 I I .71 .00 I 3.000 I I .000 .00 I 1 .0 - I - 4.000 - I - .0075 - I - - i - - i - - I - - I - .0001 - I - - I - .00 4.82 - I - .00 - I - .61 - I - .013 - I - .00 .00 1- PIPE 1010.980 I I 1361.460 I 4.790 1366.250 I I 5.20 .74 I .01 I 1366.26 .00 I I .71 .00 I 3.000 I I .000 .00 I 1 .0 TRANS STR 1.0000 .0003 .00 4.79 .00 .013 .00 .00 PIPE 1011.000 - I - I I 1361.480 - I - I 4.753 - i - 1366.233 - I - i I 5.20 1.66 i .04 I 1366.28 .00 i I .80 .00 I 2.000 I I .000 .00 I 1 .0 78.910 .0219 - I - - I - - I - .0005 - I - - I - .04 4.75 - I - .00 - I - .53 - i - .013 - I - .00 .00 1- PIPE 1089.910 I I 1363.210 I 3.065 1366.275 I I 5.20 1.66 I .04 I 1366.32 .00 I i .80 .00 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE 1089.910 -I- I I 1363.210 -I- I 3.118 -I- 1366.328 -I- I I 5.20 -I- .24 -I- i .00 -I- I 1366.33 .00 -I- -I- I I .26 -I- 7.00 -I- I 6.250 -I- i I 7.000 -I- .00 I 0 .0 I- 8 MM aw Aa do E aw Reference w arr 0 '0 P ,a we ,.. H: \projects \Blackmon Homes - 192\reports \Hydrology Intro and Dividers.doc arr a! a I t/ & i a I a i a 1 a 1 1 1 1 i 1 1 f! a! 1 1 1 1 1 1 a 11 1 1 k i e FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE Invert Depth ( Water Q Vel Vel I Energy I Super [CriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) ( (FPS) Head I Grd.El.1 Elev ( Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1017.440 1319.200 3.173 1322.373 336.80 25.63 10.20 1332.57 5.00 4.78 4.82 5.000 .000 .00 1 .0 42.810 .0458 .0298 1.28 5.00 2.73 2.80 .013 .00 .00 PIPE 1060.250 1321.160 3.287 1324.447 336.80 24.61 9.40 1333.85 .00 4.78 4.75 5.000 .000 .00 1 .0 JUNCT STR 0466 .0285 .04 3.29 2.55 .013 .00 .00 PIPE 1061.750 1321.230 3.264 1324.494 335.40 24.71 9.48 1333.97 .00 4.78 4.76 5.000 .000 .00 1 .0 8.500 .0459 .0283 .24 3.26 2.58 2.79 .013 .00 .00 PIPE 1070.250 1321.620 3.291 1324.911 335.40 24.48 9.30 1334.21 .00 4.78 4.74 5.000 .000 .00 1 .0 JUNCT STR .0466 .0281 .04 3.29 2.54 .013 .00 .00 PIPE 1071.750 1321.690 3.268 1324.958 334.00 24.57 9.37 1334.33 .00 4.77 4.76 5.000 .000 .00 1 .0 .288 .0457 .0283 .01 3.27 2.56 2.79 .013 .00 .00 PIPE 1072.038 1321.703 3.268 1324.971 334.00 24.56 9.36 1334.34 .00 4.77 4.76 5.000 .000 .00 1 .0 37.461 .0457 .0267 1.00 3.27 2.56 2.79 .013 .00 .00 PIPE 1109.498 1323.414 3.409 1326.823 334.00 23.41 8.51 1335.34 .00 4.77 4.66 5.000 .000 .00 1 .0 28.424 .0457 .0238 .68 3.41 2.36 2.79 .013 .00 .00 PIPE 1137.922 1324.712 3.561 1328.273 334.00 22.33 7.74 1336.01 .00 4.77 4.53 5.000 .000 .00 1 .0 22.078 .0457 .0213 .47 3.56 2.16 2.79 .013 .00 .00 PIPE 1160.000 1325.720 3.726 1329.446 334.00 21.29 7.04 1336.48 .00 4.77 4.36 5.000 .000 .00 1 .0 11.560 .0286 .0199 .23 3.73 1.98 3.26 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. y FN = SANSEVAINE 1' Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1171.560 1326.050 3.761 1329.811 334.00 21.08 6.90 1336.71 .00 4.77 4.32 5.000 .000 .00 1 .0 JUNCT STR 0300 .0223 .07 3.76 1.94 .013 .00 .00 PIPE 1174.560 1326.140 3.272 1329.412 314.00 23.06 8.26 1337.67 .00 4.72 4.76 5.000 .000 .00 1 .0 68.554 .0295 .0241 1.65 3.27 2.40 3.09 .013 .00 .00 PIPE 1243.114 1328.162 3.354 1331.516 314.00 22.42 7.81 1339.32 .00 4.72 4.70 5.000 .000 .00 1 .0 74.867 .0295 .0220 1.65 3.35 2.29 3.09 .013 .00 .00 PIPE 1317.981 1330.370 3.501 1333.871 314.00 21.38 7.10 1340.97 .00 4.72 4.58 5.000 .000 .00 1 .0 49.189 .0295 .0196 .96 3.50 2.10 3.09 .013 .00 .00 PIPE 1367.170 1331.820 3.660 1335.481 314.00 20.38 6.45 1341.93 .00 4.72 4.43 5.000 .000 .00 1 .0 34.570 .0295 .0176 .61 3.66 1.93 3.09 .013 .00 .00 PIPE 1401.740 1332.840 3.834 1336.674 314.00 19.43 5.86 1342.54 .00 4.72 4.23 5.000 .000 .00 1 .0 156.393 .0175 .0161 2.52 3.83 1.75 3.75 .013 .00 .00 PIPE 1558.133 1335.577 3.949 1339.526 314.00 18.87 5.53 1345.06 .00 4.72 4.07 5.000 .000 .00 1 .0 112.847 .0175 .0149 1.68 3.95 1.65 3.75 .013 .00 .00 PIPE 1670.980 1337.552 4.157 1341.709 314.00 18.00 5.03 1346.74 .00 4.72 3.74 5.000 .000 .00 1 .0 55.519 .0175 .0136 .76 4.16 1.47 3.75 .013 .00 .00 PIPE 1726.499 1338.524 4.399 1342.923 314.00 17.16 4.57 1347.49 .00 4.72 3.25 5.000 .000 .00 1 .0 20.911 .0175 .0128 .27 4.40 1.27 3.75 .013 .00 .00 PIPE I ! i t 1 a 11 t I a 1 t! t l t 1 t 1 11 1 i r! 11 1 1 a 1 9 1 1 1 a i FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE xxxxxwxxxx« xwwwxwxx« x« rxxx+ wxx« xxwxxxxwx+« xx+«« xx+««+ w++«« wx+«« xxw+ x+ x« xx««+ x+«++«««+ x+«« ww « +xxxxx + +xxwwx «wx « «wxx « «xx « «ww+ wxxwxwx+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch xx+ wwxxx+ Iwxx+ xwxxwlx« wxw« wwlww«+ wxw«« I++ wxw+ xawlw««+ xxxl« wxwwwxlwwxwx+ wx« Ixx+« wxxlwxxw+ wwwlxxwwwxxxlxxx «xwxlwxx + + +xlwxx «+ I «« «wx «x 1747.410 1338.890 4.718 1343.608 314.00 16.36 4.15 1347.76 .00 4.72 2.31 5.000 .000 .00 1 .0 JUNCT STR .0176 .0138 .14 4.72 1.00 .014 .00 .00 PIPE 1757.610 1339.070 6.536 1345.606 275.70 14.04 3.06 1348.67 .00 4.57 .00 5.000 .000 .00 1 .0 70.640 .0173 .0112 .79 6.54 .00 3.40 .013 .00 .00 PIPE 1828.250 1340.290 6.108 1346.398 275.70 14.04 3.06 1349.46 .00 4.57 .00 5.000 .000 .00 1 .0 JUNCT STR 0199 .0112 .02 6.11 .00 .013 .00 .00 PIPE 1829.750 1340.320 6.101 1346.421 275.55 14.03 3.05 1349.48 .00 4.56 .00 5.000 .000 .00 1 .0 7.500 .0173 .0112 .08 6.10 .00 3.39 .013 .00 .00 PIPE 1837.250 1340.450 6.055 1346.505 275.55 14.03 3.06 1349.56 .00 4.56 .00 5.000 .000 .00 1 .0 JUNCT STR 0133 .0112 .02 6.06 .00 .013 .00 .00 PIPE 1838.750 1340.470 6.059 1346.529 275.40 14.03 3.05 1349.58 .00 4.56 .00 5.000 .000 .00 1 .0 31.185 .0174 .0112 .35 6.06 .00 3.39 .013 .00 .00 PIPE 1869.935 1341.011 5.865 1346.876 275.40 14.03 3.05 1349.93 .00 4.56 .00 5.000 .000 .00 1 .0 HYDRAULIC JUMP 1869.935 1341.011 3.421 1344.432 275.40 19.24 5.75 1350.18 .00 4.56 4.65 5.000 .000 .00 1 .0 267.205 .0174 .0163 4.35 3.42 1.93 3.39 .013 .00 .00 PIPE 2137.139 1345.650 3.528 1349.178 275.40 18.59 5.37 1354.55 .00 4.56 4.56 5.000 .000 .00 1 .0 127.263 .0174 .0148 1.88 3.53 1.82 3.39 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 4 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7 :28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2264.403 1347.859 3.689 1351.548 275.40 17.73 4.88 1356.43 .00 4.56 4.40 5.000 .000 .00 1 .0 65.021 .0174 .0133 .86 3.69 1.66 3.39 .013 .00 .00 PIPE 2329.423 1348.988 3.866 1352.854 275.40 16.90 4.44 1357.29 .00 4.56 4.19 5.000 .000 .00 1 .0 38.354 .0174 .0120 .46 3.87 1.51 3.39 .013 .00 .00 PIPE 2367.777 1349.654 4.062 1353.716 275.40 16.12 4.03 1357.75 .00 4.56 3.90 5.000 .000 .00 1 .0 21.845 .0174 .0109 .24 4.06 1.36 3.39 .013 .00 .00 PIPE 2389.622 1350.033 4.287 1354.320 275.40 15.37 3.67 1357.99 .00 4.56 3.50 5.000 .000 .00 1 .0 7.878 .0174 .0101 .08 4.29 1.20 3.39 .013 .00 .00 PIPE 2397.500 1350.170 4.564 1354.734 275.40 14.65 3.33 1358.07 .00 4.56 2.82 5.000 .000 .00 1 .0 JUNCT STR 0540 4.56 1.00 .014 .00 .00 PIPE 2411.200 1350.910 3.132 1354.042 222.90 18.86 5.52 1359.57 .00 4.17 4.14 4.500 .000 .00 1 .0 230.415 .0189 .0181 4.16 3.13 1.97 3.11 .013 .00 .00 PIPE 2641.614 1355.271 3.203 1358.474 222.90 18.40 5.26 1363.73 .00 4.17 4.08 4.500 .000 .00 1 .0 143.275 .0189 .0166 2.38 3.20 1.88 3.11 .013 .00 .00 PIPE 2784.889 1357.982 3.351 1361.333 222.90 17.55 4.78 1366.11 .00 4.17 3.92 4.500 .000 .00 1 .0 67.987 .0189 .0149 1.01 3.35 1.72 3.11 .013 .00 .00 PIPE 2852.876 1359.269 3.513 1362.782 222.90 16.73 4.35 1367.13 .00 4.17 3.72 4.500 .000 .00 1 .0 39.227 .0189 .0135 .53 3.51 1.56 3.11 .013 .00 .00 PIPE tl 1 a ! a ! a ! a 1 t i ! I t I t I! [ l t II t II t 1 E! t I>r ! I a i I I t 1 FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 5 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN - SANSEVAINE Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 2892.103 1360.011 3.694 1363.706 222.90 15.95 3.95 1367.66 .00 4.17 3.45 4.500 .000 .00 1 .0 -I- 22.608 -I- .0189 -I- -I- -I- -I- -I- .0123 -I- .28 -I- 3.69 -I- 1.40 -I- 3.11 -I- .013 -I- .00 .00 1- PIPE 41. I I I I I I I I I I I I I 2914.711 1360.439 3.903 1364.342 222.90 15.21 3.59 1367.93 .00 4.17 3.05 4.500 .000 .00 1 .0 8.489 .0189 .0114 .10 3.90 1.22 3.11 .013 .00 .00 I_ PIPE I 2923.200 I 1360.600 I 4.167 I 1364.767 I 222.90 14.50 I 3.26 I 1368.03 I .00 I 4.17 2.36 i I 4.500 I .000 .00 I 1 .0 UN CT STR .0167 .0124 .13 4.17 1.00 .014 .00 .00 I_ PIPE 2933.400 I I 1360.770 I 5.475 I 1366.245 I 199.20 12.52 I 2.44 i 1368.68 I .00 I 4.03 .00 I I 4.500 I .000 .00 I 1 .0 48.167 .0166 .0103 .49' 5.48 .00 3.01 .013 .00 .00 PIPE I 2981.567 I 1361.568 I 5.164 I 1366.732 I 199.20 12.52 I 2.44 I 1369.17 I .00 I 4.03 .00 I I 4.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I_ i I I I I I I I I I I I I 2981.567 1361.568 3.009 1364.577 199.20 17.63 4.82 1369.40 .00 4.03 4.24 4.500 .000 .00 1 .0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ 187.121 .0166 0166 3.10 3.01 1.90 3.01 .013 .00 .00 PIPE 3168.689 1364.667 3.009 1367.676 199.20 17.63 4.82 1372.50 .00 4.03 4.24 4.500 .000 .00 1 .0 339.285 .0166 I .0157 5.32 3.01 1.90 3.01 .013 .00 .00 I_ PIPE 3507.973 I I 1370.286 I 3.136 1373.422 I 199.20 16.83 I 4.40 I 1377.82 I .00 I 4.03 4.14 I I 4.500 I .000 .00 I 1 .0 101.213 .0166 .0140 1.42 3.14 1.75 3.01 .013 .00 .00 I_ PIPE 3609.186 I I 1371.962 I 3.278 I 1375.240 I 199.20 16.05 I 4.00 I 1379.24 I .00 I 4.03 4.00 I I 4.500 I .000 .00 I 1 .0 51.944 .0166 .0125 .65 3.28 1.61 3.01 .013 .00 .00 I_ PIPE I-� bZ7,577 , ?< �t1s. l AA I - --15Cc6. 0 � cn L 5& 3T-n t i a I a! t# E I t! t i i i t l f l E 1 t i t I 1 t 1 i I t I i l a f FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 6 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE ++ aa++++ x++++ x«# x« xx««« a«*++ xxx« ax*«* x« x*# xx« x*+* x+** xxx«*** x*«**** a«* xx*** a* xx** a* x**«#*** x #xx * * * * # * * # *aax « * +ax * * * * +ax * *« aaaaa «x# Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3661.131 1372.823 3.433 1376.256 199.20 15.30 3.64 1379.89 .00 1 4.03 3.83 4.500 .000 .00 1 .0 30.262 .0166 .0113 .34 3.43 1.46 3.01 .013 .00 .00 PIPE 3691.393 1373.324 3.604 1376.928 199.20 14.59 3.30 1380.23 .00 4.03 3.59 4.500 .000 .00 1 .0 16.840 .0166 .0102 .17 3.60 1.32 3.01 .013 .00 .00 PIPE 3708.233 1373.603 3.798 1377.401 199.20 13.91 3.00 1380.41 .00 4.03 3.27 4.500 .000 .00 1 .0 5.867 .0166 .0094 .06 3.80 1.17 3.01 .013 .00 .00 PIPE 3714.100 1373.700 4.030 1377.730 199.20 13.26 2.73 1380.46 .00 4.03 2.75 4.500 .000 .00 1 .0 JUNCT STR 0565 .0097 .12 4.03 1.00 .013 .00 .00 PIPE 3726.500 1374.400 4.935 1379.335 146.20 11.63 2.10 1381.44 .00 3.56 .00 4.000 .000 .00 1 .0 32.870 .0183 .0104 .34 4.94 .00 2.59 .013 .00 .00 PIPE 3759.370 1375.001 4.671 1379.671 146.20 11.63 2.10 1381.77 .00 3.56 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 3759.370 1375.001 2.606 1377.606 146.20 16.87 4.42 1382.02 .00 3.56 3.81 4.000 .000 .00 1 .0 62.880 .0183 .0179 1.13 2.61 1.97 2.59 .013 .00 .00 PIPE 3822.250 1376.150 2.613 1378.763 146.20 16.81 4.39 1383.15 .00 3.56 3.81 4.000 .000 .00 1 .0 JUNCT STR .0200 .0180 .03 2.61 1.96 .013 .00 .00 PIPE 3823.750 1376.180 2.597 1378.777 145.80 16.88 4.43 1383.20 .00 3.56 3.82 4.000 .000 .00 1 .0 6.500 .0183 .0181 .12 2.60 1.98 2.59 .013 .00 .00 PIPE ! I t I i A a j t/ a fIII i I 1 I I I I I t I f I I I I I i I t I 1 I 1 l FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 7 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN a SANSEVAINE Invert Depth Water ( Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3830.250 1376.299 2.598 1378.897 145.80 16.88 4.42 1383.32 .00 3.56 3.82 4.000 .000 .00 1 .0 JUNCT STR .0181 .0182 .03 2.60 1.98 .013 .00 .00 PIPE 3831.750 1376.326 2.582 1378.908 145.40 16.95 4.46 1383.37 .00 3.56 3.83 4.000 .000 .00 1 .0 260.580 .0183 .0182 4.75 2.58 2.00 2.58 .013 .00 .00 PIPE 4092.330 1381.090 2.585 1383.675 145.40 16.93 4.45 1388.13 .00 3.56 3.83 4.000 .000 .00 1 .0 157.921 .0188 .0175 2.76 2.58 1.99 2.56 .013 .00 .00 PIPE 4250.250 1384.058 2.658 1386.717 145.40 16.39 4.17 1390.89 .00 3.56 3.78 4.000 .000 .00 1 .0 90.331 .0188 .0159 1.43 2.66 1.88 2.56 .013 .00 .00 PIPE 4340.582 1385.756 2.774 1388.531 145.40 15.63 3.79 1392.32 .00 3.56 3.69 4.000 .000 .00 1 .0 47.421 .0188 .0142 .67 2.77 1.73 2.56 .013 .00 .00 PIPE 4388.003 1386.648 2.899 1389.547 145.40 14.90 3.45 1392.99 .00 3.56 3.57 4.000 .000 .00 1 .0 28.823 .0188 .0127 .37 2.90 1.59 2.56 .013 .00 .00 PIPE 4416.826 1387.190 3.036 1390.226 145.40 14.21 3.13 1393.36 .00 3.56 3.42 4.000 .000 .00 1 .0 18.246 .0188 .0114 .21 3.04 1.45 2.56 .013 .00 .00 PIPE 4435.072 1387.533 3.186 1390.719 145.40 13.55 2.85 1393.57 .00 3.56 3.22 4.000 .000 .00 1 .0 10.516 .0188 .0103 .11 3.19 1.31 2.56 .013 .00 .00 PIPE 4445.587 1387.730 3.356 1391.086 145.40 12.92 2.59 1393.68 .00 3.56 2.94 4.000 .000 .00 1 .0 3.712 .0188 .0095 .04 3.36 1.16 2.56 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 8 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE i *+ xx*# x+*#*+# xx# x*##### x### x## x# x#+ x# x## x#+ x##+##++##++###+##### xx++#######+# x#+#### xx#+# xxr +x # # + # # # # + # # + *x # # # # # + #x #x # # +xx * #x #x # #x Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 4449.300 1387.800 3.558 1391.358 145.40 12.31 2.35 1393.71 .00 3.56 2.51 4.000 .000 .00 1 .0 JUNCT STR .0640 .0129 .14 3.56 1.00 .014 .00 .00 PIPE 4460.400 1388.510 3.797 1392.307 115.30 11.98 2.23 1394.54 .00 3.21 .00 3.500 .000 .00 1 .0 .188 .0164 .0131 .00 3.80 .00 2.58 .013 .00 .00 PIPE 4460.587 1388.513 3.797 1392.310 115.30 11.98 2.23 1394.54 .00 3.21 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 4460.587 1388.513 2.612 1391.126 115.30 14.97 3.48 1394.61 .00 3.21 3.05 3.500 .000 .00 1 .0 88.513 .0164 .0157 1.39 2.61 1.66 2.58 .013 .00 .00 PIPE 4549.100 1389.965 2.648 1392.613 115.30 14.76 3.38 1396.00 .00 3.21 3.00 3.500 .000 .00 1 .0 JUNCT STR 0160 .0156 .02 2.65 1.61 .013 .00 .00 PIPE 4550.600 1389.989 2.617 1392.606 114.85 14.89 3.44 1396.05 .00 3.21 3.04 3.500 .000 .00 1 .0 6.650 .0164 .0158 .10 2.62 1.65 2.58 .013 .00 .00 PIPE 4557.250 1390.098 2.619 1392.717 114.85 14.87 3.44 1396.15 .00 3.21 3.04 3.500 .000 .00 1 .0 JUNCT STR 0167 .0159 .02 2.62 1.64 .013 .00 .00 PIPE 4558.750 1390.123 2.589 1392.712 114.40 15.00 3.49 1396.20 .00 3.21 3.07 3.500 .000 .00 1 .0 131.771 .0164 .0157 2.06 2.59 1.68 2.57 .013 .00 .00 PIPE 4690.521 1392.284 2.645 1394.929 114.40 14.66 3.34 1398.27 .00 3.21 3.01 3.500 .000 .00 1 .0 91.809 .0164 .0145 1.33 2.65 1.60 2.57 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 9 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch +***++*** I**** xx*++ Ix++*##+* Ix*+*#** x+ I***#*+ x## I* A**## xI+*##+** I+*+ xx*+## I## x#*+ xl*** x#*+# I * * + # ** Axl * + * * + *AI * * * x *rAl # + + + x I + * * + + r* 4782.330 1393.790 2.776 1396.566 114.40 13.98 3.03 1399.60 .00 3.21 2.84 3.500 .000 .00 1 .0 209.563 .0138 .0134 2.81 2.78 1.45 2.77 .013 .00 .00 PIPE 4991.893 1396.678 2.851 1399.530 114.40 13.63 2.88 1402.41 .00 3.21 2.72 3.500 .000 .00 1 .0 81.448 .0138 .0125 1.02 2.85 1.37 2.77 .013 .00 .00 PIPE 5073.341 1397.801 3.010 1400.811 114.40 12.99 2.62 1403.43 .00 3.21 2.43 3.500 .000 .00 1 .0 19.509 .0138 .0116 .23 3.01 1.20 2.77 .013 .00 .00 PIPE 5092.850 1398.070 3.207 1401.277 114.40 12.39 2.38 1403.66 .00 3.21 1.94 3.500 .000 .00 1 .0 JUNCT STR 0150 .0117 .02 3.21 1.00 .014 .00 .00 PIPE 5094.850 1398.100 4.653 1402.753 94.80 9.85 1.51 1404.26 .00 3.01 .00 3.500 .000 .00 1 .0 20.702 .0138 .0089 .18 4.65 .00 2.37 .013 .00 .00 PIPE 5115.552 1398.386 4.549 1402.935 94.80 9.85 1.51 1404.44 .00 3.01 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 5115.552 1398.386 1.920 1400.306 94.80 17.54 4.78 1405.08 .00 3.01 3.48 3.500 .000 .00 1 .0 23.577 .0138 .0273 .64 1.92 2.48 2.37 .013 .00 .00 PIPE 5139.129 1398.712 1.868 1400.580 94.80 18.14 5.11 1405.69 .00 3.01 3.49 3.500 .000 .00 1 .0 26.621 .0138 .0304 .81 1.87 2.61 2.37 .013 .00 .00 PIPE 5165.750 1399.080 1.799 1400.879 94.80 19.03 5.62 1406.50 .00 3.01 3.50 3.500 .000 .00 1 .0 JUNCT STR .3348 .0268 .12 1.80 2.81 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 10 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE xxx xxxxxxxxxxxxxx+ xx++++ x++ xxxx+++ xx+ x+ x+++ xxx++ x++ x+++++ x++ x+ xxx++ x++ x++ xx++ x++++++++++ x+ xx + +xxxxx +x +xxx +xx + +x + +x + + +xx + ++ xxxx + +xx Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /Base wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem xxxxxxxxxlx++ ICh Slope I xxxxxxlxxxx++ xxl+ x++ x++ xxlxx+ I x+ xx+ xlx++ xxx+ SF Aver Ixx+ xx++ I+ HF ISE xx++ x+++ Ixxxxx+ DpthIFroude xl+ NINorm xx+++ xxlx Dp +x + +xxxl I "N" I +xxxxxxlxx X -Fall +xxxxlxx ZR +xx IType Ixxxxxxx Ch 5170.410 1400.640 2.344 1402.984 92.80 15.66 3.81 1406.79 .00 2.86 2.48 3.000 .000 .00 1 .0 33.359 .0234 .0209 .70 2.34 1.79 2.24 .013 .00 .00 PIPE 5203.769 1401.421 2.384 1403.805 92.80 15.40 3.68 1407.49 .00 2.86 2.42 3.000 .000 .00 1 .0 54.833 .0234 .0196 1.07 2.38 1.72 2.24 .013 .00 .00 PIPE 5258.602 1402.704 2.510 1405.214 92.80 14.69 3.35 1408.56 .00 2.86 2.22 3.000 .000 .00 1 .0 28.436 .0234 .0180 .51 2.51 1.53 2.24 .013 .00 .00 PIPE 5287.038 1403.370 2.660 1406.030 92.80 14.00 3.05 1409.08 .00 2.86 1.90 3.000 .000 .00 1 .0 11.962 .0234 .0170 .20 2.66 1.32 2.24 .013 .00 .00 PIPE 5299.000 1403.650 2.862 1406.512 92.80 13.35 2.77 1409.28 .00 2.86 1.26 3.000 .000 .00 1 .0 JUNCT STR 0250 .0142 .03 2.86 1.00 .013 .00 .00 PIPE 5301.000 1403.700 4.787 1408.487 71.80 10.16 1.60 1410.09 .00 2.68 .00 3.000 .000 .00 1 .0 78.396 .0252 .0116 .91 4.79 .00 1.81 .013 .00 .00 PIPE 5379.396 1405.674 3.720 1409.394 71.80 10.16 1.60 1411.00 .00 2.68 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP 5379.396 1405.674 1.866 1407.540 71.80 15.54 3.75 1411.29 .00 2.68 2.91 3.000 .000 .00 1 .0 67.437 .0252 .0221 1.49 1.87 2.17 1.81 .013 .00 .00 PIPE 5446.833 1407.372 1.918 1409.290 71.80 15.04 3.51 1412.80 .00 2.68 2.88 3.000 .000 .00 1 .0 46.090 .0252 .0200 .92 1.92 2.06 1.81 .013 .00 .00 PIPE FILE: SANSEVAINE.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE it For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE xxxx« xxxx++ xxxxxxxxxxxxxxxxx+ x+« xx+«+ xxxxx+++ xx+ x++ xx+ x++++ xx++++++«« xxxx++++«+++ x+ xxx+++«+ « «xxxxx + + +xx + « + +xx +x + + + + « «xxx +x + « « + +xx+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh xxxxxxxx+ Ix«+ Slope I xx+ xxxlx++« I xxxxl++« I xxx++« I+ xx++ xxxxl+ xx+ xxxlx«+++ SF Avel xxlxxxxxx++ HF ISE xl+ DpthIFroude x+ x+++ NINOrm Ixxxxxx++ Dp Ix +xxxx + +Ixxxx I "N" + + +I I X -Fall + « + +x +xl ZR + + + ++ IType Ch I + + « « « «+ 5492.923 1408.532 2.000 1410.533 71.80 14.34 3.19 1413.73 .00 2.68 2.83 3.000 .000 .00 1 .0 27.605 .0252 .0178 .49 2.00 1.90 1.81 .013 .00 .00 PIPE 5520.528 1409.228 2.087 1411.315 71.80 13.67 2.90 1414.22 .00 2.68 2.76 3.000 .000 .00 1 .0 18.182 .0252 .0159 .29 2.09 1.75 1.81 .013 .00 .00 PIPE 5538.709 1409.685 2.182 1411.867 71.80 13.04 2.64 1414.51 .00 2.68 2.67 3.000 .000 .00 1 .0 12.588 .0252 .0142 .18 2.18 1.60 1.81 .013 .00 .00 PIPE 5551.297 1410.002 2.284 1412.286 71.80 12.43 2.40 1414.69 .00 2.68 2.56 3.000 .000 .00 1 .0 8.406 .0252 .0128 .11 2.28 1.46 1.81 .013 .00 .00 PIPE 5559.704 1410.214 2.398 1412.612 71.80 11.85 2.18 1414.79 .00 2.68 2.40 3.000 .000 .00 1 .0 5.103 .0252 .0116 .06 2.40 1.32 1.81 .013 .00 .00 PIPE 5564.806 1410.343 2.527 1412.870 71.80 11.30 1.98 1414.85 .00 2.68 2.19 3.000 .000 .00 1 .0 1.884 .0252 .0107 .02 2.53 1.17 1.81 .013 .00 .00 PIPE 5566.690 1410.390 2.681 1413.071 71.80 10.77 1.80 1414.87 .00 2.68 1.85 3.000 .000 .00 1 .0 JUNCT STR .0215 .0103 .05 2.68 1.00 .013 .00 .00 PIPE 5571.350 1410.490 3.169 1413.659 67.90 9.61 1.43 1415.09 .00 2.63 .00 3.000 .000 .00 1 .0 3.150 .0235 .0104 .03 3.17 .00 1.79 .013 .00 .00 PIPE 5574.500 1410.564 3.127 1413.691 67.90 9.61 1.43 1415.12 .00 2.63 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP II R A t o t. 1 t! ! 1 FILE: SANSEVAINE.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 12 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN = SANSEVAINE + wax+ a++ a++ waw+ wwxxxaxa+ Invert wwwxxwwwxx+ Depth wwwwawwxwwxxxaa+ water Q ( a+ xxwwawwwwwwxxxaaaawwwxwwwxaaxaw+ Vel Vel I Energy I Super a+++ xawwwwxwwwwwwww +w + +a + + + + +aa + ICriticalIFlow ToplHeight /lBase Wtj + +w +w wwxax +ww INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL (Prs /Pip L /Elem ICh Slope I SF Avel HF (SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch + xx+ xax+ al++ wwwwwxwlxxxx+ xxalaa+ wwx+ wwlx+ xaaa+ xxlwwwwwwwlxwwxa++ Iw+ wwwwwwwlwxaawwwlwxwwxwwwl +xaaawwxl +wwwwwwlwwwwxww'x + +aw (wx + + + ++ 5574.500 1410.564 2.126 1412.690 67.90 12.68 2.50 1415.19 .00 2.63 2.73 3.000 .000 .00 1 .0 3.760 .0235 .0141 .05 2.13 1.59 1.79 .013 .00 .00 PIPE 5578.261 1410.652 2.150 1412.802 67.90 12.52 2.43 1415.24 .00 2.63 2.70 3.000 .000 .00 1 .0 11.787 .0235 .0132 .16 2.15 1.56 1.79 .013 .00 .00 PIPE 5590.048 1410.928 2.250 1413.179 67.90 11.94 2.21 1415.39 .00 2.63 2.60 3.000 .000 .00 1 .0 7.836 .0235 .0118 .09 2.25 1.42 1.79 .013 .00 .00 PIPE 5597.884 1411.112 2.360 1413.472 67.90 11.38 2.01 1415.48 .00 2.63 2.46 3.000 .000 .00 1 .0 4.688 .0235 .0107 .05 2.36 1.29 1.79 .013 .00 .00 PIPE 5602.572 1411.222 2.483 1413.705 67.90 10.85 1.83 1415.53 .00 2.63 2.27 3.000 .000 .00 1 .0 1.608 .0235 .0098 .02 2.48 1.15 1.79 .013 .00 .00 PIPE 5604.180 1411.260 2.628 1413.888 67.90 10.34 1.66 1415.55 .00 2.63 1.98 3.000 .000 .00 1 .0 JUNCT STR .0250 .0094 .02 2.63 1.00 .013 .00 .00 PIPE 5606.180 1411.310 2.995 1414.305 65.90 9.32 1.35 1415.65 .00 2.60 .25 3.000 .000 .00 1 .0 .513 .0000 .0095 .00 2.99 .31 .00 .013 .00 .00 PIPE 5606.693 1411.310 3.000 1414.310 65.90 9.32 1.35 1415.66 .00 2.60 .00 3.000 .000 .00 1 .0 25.287 .0000 .0097 .24 3.00 .00 .00 .013 .00 .00 PIPE 5631.980 1411.310 3.247 1414.557 65.90 9.32 1.35 1415.91 .00 2.60 .00 3.000 .000 .00 1 .0 JUNCT STR .0250 .0078 .02 3.25 .00 .013 .00 .00 PIPE a I a/ t! ! A R I & A a I R. i a! t Il t l a II a i t II & A t 1 t I FILE: SANSEVAINE.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 13 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date: 7 -31 -2001 Time: 7:28:41 SAN SEVAINE S.D. HYDRAULICS - FROM BASELINE RD. TO SO. HIGHLAND AVE. FN - SANSEVAINE Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINo m Dp I "N" I X -Fall) ZR (Type Ch **#*****# I***#***** I####***# I******* Y# I#*#*** R* RIY###*** I#* Y#**# I*** Y*# Y** I*#* Y*## I**** Y* Y# I * * * * # # * *I * * * Yf #YI * * * * * * * I * * YY* I *YY * # ** I I I I I I I I I I I I I 5633.980 1411.360 4.194 1415.554 50.90 7.20 .81 1416.36 .00 2.32 .00 3.000 .000 .00 1 .0 5.970 .0235 .0058 .03 4.19 .00 1.50 .013 .00 .00 PIPE I i i I I I i I I I I I I 5639.950 1411.500 4.089 1415.589 50.90 7.20 .81 1416.39 .00 2.32 .00 3.000 .000 .00 1 .0 100.050 .0162 .0058 .58 4.09 .00 1.67 .013 .00 .00 PIPE I I I 1 I I I I I I I I I 5740.000 1413.120 3.051 1416.171 50.90 7.20 .81 1416.98 .00 2.32 .00 3.000 .000 .00 1 .0