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HomeMy WebLinkAboutTract No. 16346 Hydrology ReportALLAH]] ENGINEERING civil engineering land surveying land planning TRACT 16346 HYDROLOGY and HYDRAULICS REPORT November 11, 2002 Revised August 22, 2003. Revised March 12, 2004 Revised June 9, 2004 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA 91730 (909) 477-6722 Fax (909) 477-6725 Job Number 159.07.02 Prepared under the supervision of: David S Hammer FIDE 43976 Exp. 06-30-05 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Table of Contents Introduction Purpose Methodology Findings Summary Hydrology Exhibits A) Hydrologic Soils Group Map B) 100 Year, 1 Hour Isohyetal Map C) 10 Year, 1 Hour Isohyetal Map Hydrology Calculations A) 100 Year Event Storm — Intract B) 25 Year Event Storm — Intract C) 100 and 25 Yr. Storm Events - Offsite Hydraulics Calculations A) Street Capacity Calculations B) Catch Basin Calculations W.S.P. G. W. Appendix A D-LOADS, Department of County Engineer — County of Los Angeles, Design Division Baseline Box W.S.P. G. W. (for reference) Sheet 12 of 19 and 13 of 19, Baseline Avenue Storm Drain, Phase 2, Stage 1 ( for reference) — Rear pocket Hydrology Map — Rear pocket Introduction Tract No. 16346 is a proposed 18 lot, single-family residential subdivision on approximately 4.07 acres, located in the City of Fontana. Tract 16346 is situated at the southwest corner of the intersection of Baseline Avenue and Almeria Avenue. On the west and south, the project is bounded by existing Tracts 10907-1, and 12770 respectively. Purpose The purpose of this hydrology and hydraulics report is to determine the 100-year and 25-year runoff for tract 16346 and show that the drainage systems, consisting of proposed streets, catch basins, and storm drain are adequately sized to carry the runoff. Methodology The rational method, as outlined in the San Bernardino County Hydrology Manual, was used to determine 25-year and 100-year event storms. Computer programs commonly used for this purpose were utilized herein. Sizing catch basins and pipes was performed by using hydraulic computer programs for this purpose. Findings The 25-year storm water runoff is conveyed in the street below the top of curb elevations while the 100-year storm water will be conveyed in the street and does not exceed right-of- way elevations. A sump catch basin has been designed to accept 11.2 CFS, while a flow -by catch basin has been introduced in the event the sump basin fails. If the catch basin # 1 is clogged catch basin # 2 will work as sump catch basin. See calculations and crossections in this report that shows that in the worst case scenario (CB # 1 clogged), the water level will be 1.67' below the lowest pad elevation in the cul-de-sac The flow -by basin will function similarly to an emergency overland drainage escape. Catch basins in the proposed cul-de-sac will convey the tract runoff into the existing box culvert in Baseline Avenue. Summary Currently, Tract 16346 proposed improvements will adequately convey both the 100-year (11.4 cfs) and 25-year (8.4 cfs) runoff in accordance with county criteria. Hydrology Exhibits jr 1 .i KIl i' upga- i``t�l Pam, : !IJ1,1 CIS ..� Ir. JI, all Wild' ; 'I,/ I O U- �. • �� _ � � � � W V N u u )- 0 U 0 Z -J Q C � a CC Z W o m o 0 Z a>- (i)2 C I. ■r - — — M r NS M — — MO — ON MI N1 — I r 1 1 1 1 t t t i I / T4N T3N T2N rt� TIS •t••. W I I 1 1 - -I- -; I �— `' 1 - 4- r 14 I I I I --I--I- .I tO R6W ..•,..• , 19,30 or • R5 4W ;tlit; NESKmA - - 4 Olt ors '--2 �Z �r I.; r u L r r, ar - FY 401,004410° L. ARROWHEAD -+ 1 '. TI 1.5 LA /�Y'`1`--_ `w-.` If. cry �_ — —. -f 1,_.,' 7 i :., �-� 1r. �: SL �'• i p iiu.un� --"-.1.7r—• : AL.T� � �� '• i, + o+. ' Wilb ��liff, ` � fir` UPLAND ria ��� i"Liw �iii RIIIIIREETESIt•� �� wavemanimmetormaleawi rkli�l� .AID'" : �'-' .,.v • FONTAN �IE .a �: ,ri�lf'.rsa � s� - 0.1. L. ��� ONT � •I -a. •• •• pN• ilin - .. REDLANDS -----man'iwgrmimmi Atikommill .. +urNaa 1 = I i • tt� � d.� 1 CHINO Ind, i�. •N--- \.lii it I .I -_ L L! 1.4 LI T2S fi- r • •••t•..R..• — T3S — —his• I 1 lfhb. • •J 8W • 0 R 7 W 130 R6 R5W. RSIDE I RIVE RfID[ • COUNT i - R4W i I R3 SAN BERNARDINO COUNTY HYDROLOGY MANUAL .9 inn R2W T NAIR ,RRHLrSS 1 ti R2W ll. b 1.T • - 7 re .r( 'Pa 'R �— —r T7 REDUCED DRAWING SCALE IN•= 4 MILES LUCERNE VALLEY w LAKE IVLLM[ RIE -- -� _ e1/4 lk J "Sr sa- -- r if • RIE L.Eg ENQL Q1SOLINES PRECIPITATION (INCHES) R2E -T4N - -1 - I__ -I- ,r .11 1 I - -1-- V-- • r41 414 _ I< I Akita. 41 lwr — E •(04r1 ` • R •• ARLOA. o/ TR I I , f I rett- 4 rj,TIN_ rC! I I • -r •1 —-� �•r R • E it I 3.•00 SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS Yro - 10 YEAR 1 HOUR RASED ON U.S.D.C., NO *A. IQLAS 2, rats APPROVED In FL D- I I DATE 1962 SCALE I_.z • FILE NCI YVRD-1 COWL NO. 3 •E 12 FIGURE 8-3 Lf T4N 'T Li 1 1 1 1 t 1 1 1 r.«•n. .47• 30 LI — t-- is I ' � A 12 I-, -� �- f\ ON TAN RIALTO • COLT ' N� ERS IDE REOLAND SAN BERNARDINO COUNTY HYDROLOGY MANUAL t- -t R I W LL"11° a aaoto 1 I I REDUCED DRAWING SCALE I" = 4 MILES LECIENQ 06 ISOLINES PRECIPITATION (INCHES) 8-12 R2E s — — 4N -EOM/ L I If• —1W 134,ST? N .41 VALLEY AREA ISOHYETALS YOO—IOO YEAR I HOUR RASED ON U •�C No.AA► LLAs e, On nut Nn OIROS NO. wwo-1 4 d I! FIGURE 8-4 1 1 i t 1 1 1 t 1 1 1 3.5 3 2.5 cn 2 U Z Z = 2 1— a_ w 0 J J L 1.5 Z Q 0.5 0 NOTE, I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS ANO READ VALUE FOR DESIRED RETURN PER100. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR • 0.95" AND 100-YEAR CNE HOUR • 1.60" , 25-YEAR ONE HOUR ■ I.16". REFERENCJ<'NOAA ATLAS P. VOLUME ME-CA►L.,19T3 : I.1`1 110 = 1.01 z.10- \.51 3.5 2.5 2 1.5 0.5 0 50 100 2 5 10 25 RETURN PERIOD IN YEARS SAN BERNARDINO COUNTY HYDROLOGY MANUAL RAINFALL DEPTH VERSUS RETURN PERIOD FOR PARTIAL DURATION SERIES D- 7 FIGURE D-2 100 Year Storm Analysis **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE FONTANA, CALIFORNIA 92336 (909) 356 - 1815 ************************** DESCRIPTION OF STUDY ************************** * Tract 16346, Fontana * 18 lots @ Baseline & Almeria * 100 year storm event ************************************************************************** FILE NAME: 346-1.DAT TIME/DATE OF STUDY: 9:13 10/30/2003 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5100 *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 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1383.60 DOWNSTREAM(FEET) = 1374.49 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.544 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.862 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.96 .98 .60 32 12.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.78 TOTAL AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) = 5.78 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 3.86 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 1.96 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.78 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 11.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 1383.60 DOWNSTREAM(FEET) = 1374.49 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.604 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.851 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.86 .98 .60 32 12.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.47 TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 5.47 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITY(INCH/HR) = 3.85 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 1 86 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 5.78 12.54 3.862 .98( .59) 2 5.47 12.60 3.851 .98( .59) Ap Ae SOURCE (ACRES) NODE .60 1.96 10.00 .60 1.86 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE, TABLE ** STREAM Q NUMBER (CFS) 1 11.2 2 11.2 Tc Intensity (MIN.) (INCH/HR) 12.54 3.862 12.60 3.851 Fp(Fm) (INCH/HR) .975( .585) .975( .585) Ap Ae SOURCE (ACRES) NODE .60 3.8 10.00 .60 3.8 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.24 Tc(MIN.) = 12.54 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.82 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.82 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fp(INCH/HR) = .98 PEAK FLOW RATE(CFS) = 11.24 ** PEAK FLOW RATE TABLE ** STREAM Q NUMBER (CFS) 1 11.2 2 11.2 Tc Intensity (MIN.) (INCH/HR) 12.54 3.862 12.60 3.851 TC(MIN.) = 12.54 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Ap = .60 Fp (Fm) (INCH/HR) .975( .585) .975( .585) .58 Ap Ae SOURCE (ACRES) NODE .60 3.8 10.00 .60 3.8 20.00 END OF RATIONAL METHOD ANALYSIS 25 Year Storm Analysis **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE FONTANA, CALIFORNIA 92336 (909) 356 - 1815 ************************** DESCRIPTION OF STUDY ************************** * Tract 16346, Fontana * 18 lots @ Baseline & Almeria * 25 year storm event ************************************************************************** FILE NAME: 346-l.DAT TIME/DATE OF STUDY: 16: 3 10/30/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1900 *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 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1383.60 DOWNSTREAM(FEET) = 1374.49 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.544 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.044 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.96 .98 .60 32 12.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 4.34 TOTAL AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 1.96 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 11.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 1383.60 DOWNSTREAM(FEET) = 1374.49 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.604 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.86 .98 .60 32 12.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 4.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED Fm(INCH/HR) = .59 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 1.86 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 Q Tc Intensity (CFS) (MIN.) (INCH/HR) 4.34 12.54 3.044 4.10 12.60 3.035 Fp(Fm) Ap Ae SOURCE (INCH/HR) (ACRES) NODE .98( .59) .60 1.96 10.00 .98( .59) .60 1.86 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 Q Tc Intensity (CFS) (MIN.) (INCH/HR) 8.4 12.54 3.044 8.4 12.60 3.035 Fp(Fm) (INCH/HR) .975( .585) .975( .585) Ap Ae SOURCE (ACRES) NODE .60 3.8 10.00 .60 3.8 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.43 Tc(MIN.) = 12.54 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.82 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) _ PEAK FLOW RATE(CFS) = ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 3.82 3.81 .98 8.43 Q Tc Intensity (CFS) (MIN.) (INCH/HR) 8.4 12.54 3.044 8.4 12.60 3.035 TC(MIN.) = 12.54 AREA -AVERAGED Fm(INCH/HR)= .58 AREA -AVERAGED Ap = .60 Fp (Fm) (INCH/HR) . 975( .585) . 975( .585) Ap Ae SOURCE (ACRES) NODE .60 3.8 10.00 .60 3.8 20.00 END OF RATIONAL METHOD ANALYSIS 1 1 t t 100 and 25 Year Storm Offsite Analysis **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE FONTANA, CALIFORNIA 92336 (909) 356 - 1815 ************************** * Tract 16346, Fontana * 100 year storm event * Almeria Avenue DESCRIPTION OF STUDY ************************** * * * ************************************************************************** FILE NAME: 346-7.DAT TIME/DATE OF STUDY: 8:39 8/25/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION 'CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5100 *ANTECEDENT MQISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 .018/ .018/ .020 .67 1.50 .03125 .1250 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth)- (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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« INITIAL SUBAREA FLOW-LENGTH(FEET) = 135.00 ELEVATION DATA: UPSTREAM(FEET) = 1386.00 DOWNSTREAM(FEET) = 1382.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.706 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 .13 .98 .10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = .74 TOTAL AREA(ACRES) = .13 PEAK FLOW RATE(CFS) _ .74 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1382.50 DOWNSTREAM ELEVATION(FEET) = 1379.00 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .23 HALFSTREET FLOOD WIDTH(FEET) = 5.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = .61 STREET FLOW TRAVEL TIME(MIN.) = .84 Tc(MIN.) = 5.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.107 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .13 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .13 SUBAREA RUNOFF(CFS) = .68 EFFECTIVE AREA(ACRES) = .25 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = .25 PEAK FLOW RATE(CFS) = 1.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .24 HALFSTREET FLOOD WIDTH(FEET) = 6.38 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) = .68 1 1 1 1 1 1 1 1 1 1 1 i END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .25 TC(MIN.) = 5.84 EFFECTIVE AREA(ACRES) = .25 AREA -AVERAGED Fm(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 1.35 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 8553 SIERRA AVENUE FONTANA, CALIFORNIA 92336 (909) 356 - 1815 ************************** DESCRIPTION OF STUDY ************************** * Tract 16346, Fontana * 25 year storm event * Almeria Avenue ************************************************************************** FILE NAME: 346-7.DAT TIME/DATE OF STUDY: 9:46 10/30/2003 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1900 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 .018/ .018/ .020 .67 1.50 .03125 .1250 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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« INITIAL SUBAREA FLOW-LENGTH(FEET) = 135.00 ELEVATION DATA: UPSTREAM(FEET) = 1386.00 DOWNSTREAM(FEET) = 1382.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.285 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 .13 .98 .10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = .58 TOTAL AREA(ACRES) = .13 PEAK FLOW RATE(CFS) = .58 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1382.50 DOWNSTREAM ELEVATION(FEET) = 1379.00 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = .85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = .55 STREET FLOW TRAVEL TIME(MIN.) = .88 Tc(MIN.) = 5.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.796 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .13 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .13 SUBAREA RUNOFF(CFS) = .53 EFFECTIVE AREA(ACRES) = .25 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = .25 PEAK FLOW RATE(CFS) = 1.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .23 HALFSTREET FLOOD WIDTH(FEET) = 5.58 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = .61 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .25 TC(MIN.) = 5.88 EFFECTIVE AREA(ACRES) = .25 AREA -AVERAGED Fm(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 1.06 END OF RATIONAL. METHOD ANALYSIS Street Capacity Calculations **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 9:25 8/22/2003 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16346, FONTANA * STREET CAPACITY CALCULATION, ALMERIA AVENUE (4) MIMOSA COURT * 100 YEAR STORM EVENT ************************************************************************** * * * **************************************************************************** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .023700 CONSTANT STREET FLOW(CFS) = .74 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .21 HALFSTREET FLOOD WIDTH(FEET) = 4.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = .54 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 10:58 10/31/2003 ************************** DESCRIPTION OF STUDY ************************** * Tract 16346, Fontana * Street Capacity Calculation, Mimosa Court @ C.B. # 2 * 100 year storm event ************************************************************************** **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .005000 CONSTANT STREET FLOW(CFS) = 5.47 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 35.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .013800 OUTSIDE STREET CROSSFALL(DECIMAL) = .013800 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, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 19.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY = .79 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 10:15 10/30/2003 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16346, FONTANA * STREET CAPACITY CALCULATION, MIMOSA COURT © C.B.# 2 * 25 YEAR STORM EVENT ************************************************************************** * * * **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .005000 CONSTANT STREET FLOW(CFS,) = 4.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 35.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .013800 OUTSIDE STREET CROSSFALL(DECIMAL) = .013800 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, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 17.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79 PRODUCT OF DEPTH&VELOCITY = .68 1 1 1 1 1 R/W 12' 1 i 0.5' 5.0' SIDEWALK 8" CURB 2q 20' 64' R/W LEVEL LINE 20' 0.161 29; TYPICAL SECTION LOCAL STREET-66g R/W ALMERIA AVENUE PER TRACT NO. 11006 CITY DWG. NO. 1308 NOT TO SCALE 2% 12' 0.5' 5.0' SIDEWALK 8" CURB i Catch Basin Calculations **********•****************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 10:45 10/30/2003 ************************** * Tract 16346, Fontana DESCRIPTION OF STUDY ************************** * Catch Basin Calculation. Sump Condition @ Mimosa Ct. * Catch Basin # 1 ************************************************************************** * **************************************************************************** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.74 (*) BASIN OPENING(FEET) = .71 DEPTH OF WATER(FEET) = .97 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.96 (*) Q = Q total - Q picked up @ C.B. # 2 Q = 11.24 cfs - 3.50 cfs Q = 7.74 cfs USE W = 7' **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 16: 8 10/31/2003 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16346, FONTANA * CATCH BASIN CALCULATION, MIMOSA COURT, SUMP CONDITION * CATCH BASIN # 1 ************************************************************************** * * * **************************************************************************** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 11.24 (*) BASIN OPENING(FEET) = .71 DEPTH OF WATER(FEET) = .97 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.30 W = 7' is ok. (*) If C.B. # 2 is clogged, all flows (11.24 cfs) are going to C.B. # 1. TC @ C.B.#1 = 1374.99 L.D. = 0.33' ==> FL @ C.B.#1 = 1374.16 FS @ R/W IN FRONT OF C.B.#1 = 1375.13 FS @ RAD. PT. IN FRONT OF C.B.#1 = 1375.28 Maximum depth of water for Q 100 = 1375.13 - 1374.16 = 0.97' See cross-section next page 5' R/W 5' PUE & S/W ESMT 1375.23 FS I I 3' 7' 1375.13 FS 2z CATCH BASIN # 4' 38' 1375.28 MIMOSA COURT A CATCH BASIN # 1 NOT TO SCALE **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 10: 2 10/30/2003 ************************** DESCRIPTION OF STUDY ************************** * Tract 16346, Fontana * Catch Basin Calculation, Flow by Condition © Mimosa Ct. * Catch Basin # 2 ************************************************************************** **************************************************************************** » » FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.47 GUTTER FLOWDEPTH(FEET) = .41 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 7.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.5 W = 7' Q flow -by = 1.97 cfs to C.B. # 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 11:52 11/ 3/2003 ************************** DESCRIPTION OF STUDY * Tract 16346, Fontana * Catch Basin Calculation. C.B. # 2. * Sump condition due to C.B. # 1 is clogged ************************************************************************** ************************** * * * **************************************************************************** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 11.24 (*) BASIN OPENING(FEET) = .71 DEPTH OF WATER(FEET) = .97 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.30 W = 7 is ok (*) If C.B. # 1 is clogged, all flows (11.24 cfs) are going to C.B. # 2. C.B. # 2 will work as sump basin. TC @ C.B.# 2 = 1375.39 L.D. = 0.33' ==> FL @ C.B.#1 = 1374.56 FS @ R/W IN FRONT OF C.B.#2 = 1375.53 FS @ RAD. PT. IN FRONT OF C.B.#1 = 1375.28 Maximum depth of water for Q 100 = 1375.53 - 1374.56 = 0.97' See cross-section next page Maximum water elevation = 1375.53 Lower pad elevation = 1377.20 Difference = 1.67' ok R/W 5' PUE & S/W ESMT LOWER PAD ELEVATION 1377.20 1375.63 FS 7' 1375.53 FS L2Z 3' I 4, CATCH BASIN # 2� MIMOSA COURT A CATCH BASIN # 2 NOT TO SCALE 40' 1375.28 M OM E- 111111- I E--- i i E M=-- M T1 TRACT 16346, FONTANA 0 T2 STORM DRAIN LINE "A" T3 BY: E.I. SO 1011.5501368.380 1 1373.910 R 1133.5701368.750 1 .013 .000 .000 0 R 1208.6101368.980 1 .013 -20.000 .000 0 R 1260.7301369.130 1 .013 .000 .000 0 JX 1265.3701370.060 3 2 .013 7.74 1369.990 75.0 .000 R 1302.1201370.170 3 .013 .000 20.00060 R 1334.1801370.270 3 .013 .000 .000 0 WE 1334.1801370.270 4 .500 SH 1334.1801370.270 4 1370.270 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 2 0 .000 5.130 7.000 .000 .000 .00 Q 3.5000 .0 LAN - FILE: 16346.WSW Station L/Elem ********* 1011.550 122.020 1133.570 75.040 1208.610 52.120 1260.730 JUNCT STR 1265.370 36.750 Invert Elev C- h Slope ********* 1368.380 .0030 1368.750 .0031 1368.980 .0029 1369.130 .2004 1370.060 .0030 1302.120 1370.170 32.060 1334.180 .0031 1370.270 WALL ENTRANCE 1334.180 1370.270 -1- W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-30-2003 Time: 1:15:15 TRACT 16346, FONTANA STORM DRAIN LINE "A" BY: E.I. Depth (FT) ******** 5.530 5.175 4.957 4.813 3.916 Water Elev ********* 1373.910 1373.925 1373.937 1373.943 1373.976 3.832 1374.002 3.735 3.747 1374.005 1374.017 Q (CFS) ********* 11.24 11.24 11.24 11.24 3.50 3.50 3.50 3.50 Vel Vel (FPS) Head - -1- - SF Ave *******I******* 1.17 .02 - 1- .0001 1.17 .02 - 1- .0001 .02 .0001 1.17 .02 - -1- .0001 .71 .01 .0001 Energy Super CriticallFlow Top Grd.El. Elev Depth I Width HF S- E Dpth - Froude N1Norm Dp ********* ******* ********I******** 1373.93 .02 1373.95 .01 1373.96 .01 1373.96 .00 1373.98 .00 .71 .01 1374.01 - 1 .0001 .00 .71 - _1_ .13 - -1- .01 .00 1374.01 1374.02 .00 5.53 .00 .00 .00 4.96 .00 4.81 .00 3.92 .00 3.83 .00 .00 1.02 .00 .00 1.07 1 1.02 .00 .00 1.07 1.02 I .00 .00 1 1.02 -1- .00 1.08 .00 1 .61 .00 - 1- .00 .67 1 .61 .00 - 1- .00 .66 1 .61 .00 -1- 1 .20 7.00 _I_ Height/ Dia.-FT "N" ******* 3.500 .013 3.500 .013 3.500 .013 3.500 .013 2.500 .013 2.500 .013 2.500 5.130 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 7.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 0 .0 T1 TRACT 16346, FONTANA 0 T2 LATERAL "A" T3 BY: E.I. SO 1003.0801369.990 1 1373.976 R 1006.9601370.010 1 .013 .000 R 1030.0901370.100 1 .013 .000 R 1040.7901370.150 1 .013 .000 WE 1040.7901370.150 2 .500 SH 1040.7901370.150 2 1370.150 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 2 0 .000 4.850 7.000 .000 .000 .00 Q 7 74 0 1 la I OM N I r- i r-- r M-- r r r FILE: 163461ata.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 1003.080 1369.990 3.880 1006.960 23.130 1030.090 10.700 1040.790 .0052 1370.010 .0039 1370.100 .0047 1370.150 WALL ENTRANCE 1040.790 1370.150 W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10-30-2003 Time: 1:21:33 TRACT 16346, FONTANA LATERAL "A" BY: E.I. Depth (FT) ******** 3.986 3.967 3.886 3.839 3.896 Water Elev ********* 1373.976 1373.977 1373.985 1373.989 1374.046 4 (CFS) ********* 7.74 7.74 7.74 7.74 7.74 Vel Vel (FPS) Head SF Ave *******I******* 1.58 1.58 .04 .0004 .04 .0004 1.58 .04 .0004 Energy Grd.E1. HF ********* 1374.01 .00 1374.02 .01 1374.02 .00 1.58 .04 1374.03 .28 .00 - -I- 1374.05 Super CriticaljFlow Top Elev Depth I Width - - - -I- - SE Dpth Froude NINorm Dp ******* ********I******** .00 3.99 .00 3.97 .00 3.89 .00 .00 92 .00 .00 .87 92 .00 .00 .94 .92 .00 .00 .90 .92 .00 .34 7.00 Height/ Dia.-FT - "N" ******* 2.500 .013 2.500 .013 2.500 .013 2.500 4.850 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 7.000 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 0 .0 -17 'P,Z z, -'47 BM NO 111111 NS N— NM R w A NE r A ale NM r n — NS t t t 1 1 1 1 1 t 1 11 LOADS - DITCH CONDUITS TRUCK LOADING -CASE Adip BEDDING 3 EDGE BEARING TEST- 0.01 CRACK (LIVE,LOAD + DEAD LOAD) 1.25 SAFETY FACTOR - �-._• ••.... . vv..awC. VILIIII•GIG1 v1 pip G T- C. reer. aN LI ail DEPTH OF COVER -IN FEET 1 2 3 jA 5 6 7 8 1 9 10 II j12 13 14 15 16 12 $3750 /7/0 + 1510 1370 /3.'0 /490 /670 /860 2340 7500 2600�270o 2790 tes, �Q4p 15 3360 / I ZO 1330 /300 ,c/7p t000 zozo 2130 2270 2570 2480 2550 26s� Q{p�telo 18 --... 3040 . 4570 J� 1460 1500 /260 1690 1780 1920 2010 2120 2240 Z330 2420 2550 2610 2670 2 1 Z780 /520 141 0 1260 /2/0 1610 1690 1820 1930 2020 2110 2270 2320 2420 .- • • $ .I. • 24 4SS0 /430 1360 1220 //e0 1520 1620 1730 1650 1930 2040 2160 2250 2340 01 2530• 27 30 24 80 NOQ� ={Q60 1=20 //60 1470 1560 1660 1760 1870 2020 2070 2190 2320 2460 2220 /J70---540 1200 1140 1460 1560 1640 1730 18601 1970 2060 2150 2240 0 2420 33,2/00 .366�/ /530 3to 1190 1120 1430 1510 1590 1700 1620 1920 2020 2120 222• 0 2380 9�.00 /2.94E 31p II{�b�..110 1430 1470 1570 1670 1770 1890 1990 2070 2170 Z380 39 42 /6001 /270 1280 116b'�I100 1370 111440 1550 1650 1740 1860 1980 2060 2140 2240 r2340 /7J0 4E301123o)1410 090 1350 1440 1530 1630 i700 18 0 1930 2030 2140 2200 2340 45 /720 /2/o 1240 114 80 1320 1420 1510 1590 1700 1800 1920 2030 2120 2200 2270 48. 0 //so 1210 �64 11 v `� 70 1320 1390 1490 1580 1680 1790 1900 2000 2090 2090 MO 2180 2250 t240 51 54 (90 //60 1200 1100— 60 1300 1500 1430 1560 1660 1770 1860 1990 //30 1180 1090 1060 1E70 1380 1460 1560 1660 1760 1860 1970 2060 2150 223O 57 WO //20 1160 1080 1050 1270 1360 1460 I5e0 1660 1760 1860 1940 2060 21a ;t!'8330 60 /090 960 ,940 .940 1250 1330 1460 1560 1640 1730 1820 1930 2020 21t " 2201 63 .14417Ip 1060 .! 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O 060 1rSp 1250'IE50 1450 1560 1670 1780 1690 1960 2060 2150 102 910'830 QO 860 1150 12.40.1350 1450 1550 1650 1770 1880 1950 2060 2140 108 900 { e00 7727--790 050 1140 (230 1350 1450 1550 1650 1770 1870 1950 2040 2140 114 060 770 7 e ' 0 990 III 0 1230 1320 1450 1550 1650 1760 1860 1950 2040 2140 120 1 nen 820 780 i."-re..elek 740 T70 890 1100 1230 1320 7771540 1650 1760 1860 1950 2040 2140 OR LocY1 farJors ore the /177;n ofslpporti/37 S,n,d - 1.25 SAp 1.50 sv`/rr'th ofg/ven bedding cnr1ition to Sul = 2.00 Shp - 2. 30 (3- edge aeorir7. S'cd - 2.50 3cp - 3.50 Care4p,shoon w7 v,(o/7t /eitenir9. DEPARTMENT OF COUNTY ENGINEER -COUNTY OF LOS ANGELES DESIGN DIVISION APPROVED COUNTY ENGINEER STANDARD Dd-8 DIVISION ENGINEER COUNTY ENGINEER DATE: 5- 7- 64 REVISED TO: t t t t T1 BASELINE BOX - HYDRAULICS FOR ULTIMATE T2 FN = REVBLINEBOX T3 SO 2202.2501266.950 1 R 2336.8201267.730 1 JX 2338.8201267.740 1 2 R 2575.1101269.110 1 JX 2576.6101269.120 1 3 R 3060.0001271.920 1 R 3210.0001275.990 1 R 3302.7801276.610 1 JX 3304.2801276.620 1 3 R 4106.2201281.990 1 JX 4110.2201282.020 1 4 R 4176.2401282.460 1 JX 4177.7401282.470 1 3 R 4292.7201283.240 1 JX 4295.7201283.260 1 5 R 4620.0001285.440 1 TS 4652.0001285.610 6 R 5500.0001290.020 6 TS 5520.0001290.120 7 R 6497.2701295.200 7 JX 6502.7701295.230 7 8 R 6700.0001296.250 7 R 7312.1701301.640 7 JX 7316.1701301.670 7 R 9135.0901317.680 7 JX 9141.0901317.730 7 R 10496.6501329.660 7 JX 10502.6501329.710 7 R 10510.0001329.790 7 TS 10530.0001330.050 11 R 11850.0001346.940 11 R 11885.1401347.060 11 JX 11888.1401347.070 11 R 12062.7101347.980 11 JX 12064.7101347.987 11 R 12314.7101349.296 11 JX 12316.7101349.297 11 R 12568.7101350.607 11 JX 12570.7101350.618 11 2 R 12620.0001350.870 11 R 12818.7101352.758 11 JX 12820.7101352.777 11 2 R 13066.6901355.110 11 JX 13068.6901355.150 11 2 R 13320.4101357.520 11 JX 13322.4101357.542 11 2 R 13698.7501361.118 11 .014 JX 13703.2501361.161 11 12 .014 R 13785.0001361.940 11 .014 4 8 9 5 2 2 R 14117.0201364.596 11 JX 14119.0201364.612 11 2 R 14381.0201366.708 11 JX 14383.0201366.724 11 2 R 15118.0001372.604 11 JX 15123.0001372.644 11 13 R 15170.0001373.020 11 R 16450.0001377.884 11 JX 16454.0001377.899 11 4 R 17116.8001380.418 11 JX 17122.8001380.441 11 9 R 17200.0001380.734 11 R 17420.0001381.570 11 R 18520.5001384.980 11 JX 18526.0001385.000 11 24 R 18536.0001385.030 11 TS 18561.0001385.100 25 R 19853.2501389.120 25 JX 19858.7501389.130 25 26 Q AND 3 BARRELS TO 46+20 0 .014 .014 20.400 .014 .014 6.900 .014 .014 .014 .014 19.200 .014 .014 37.600 .014 .014 6.400 .014 .014 11.500 .014 .014 .014 .014 .014 .014 301.000 .014 .014 .014 44.000 .014 .014 167.000 .014 .014 310.000 .014 .014 .014 .014 .014 23.500 .014 .014 4.700 .014 .014 4.700 .014 .014 4.700 .014 .014 .014 4.700 .014 .014 4.700 .014 .014 7.000 73.000 .014 .014 4.000 .014 .014 9.000 .014 .014 385.000 .014 .014 .014 51.000 .014 .014 781.400 .014 .014 .014 .014 103.800 .014 .014 .014 .014 75.200 1275.330 1270.510 1272.370 1279.870 1283.940 1285.720 1285.760 1296.390 1303.660 1318.700 1330.700 1348.620 1353.040 1354.350 1355.660 1357.800 1360.200 1362.600 1362.720 1369.680 1371.800 1374.240 1379.600 1381.430 1385.980 1389.620 .000 90.0 .000 90.0 .000 .000 .000 90.0 .000 90.0 .000 90.0 .000 90.0 .000 .000 .000 .000 0 .000 .000 45.0 .000 .000 60.0 .000 45.0 .000 45.0 .000 .000 .000 .000 80.0 .000 80.0 .000 80.0 .000 80.0 .000 .000 80.0 .000 80.0 .000 80.0 .000 45.0 .000 .000 80.0 .000 80.0 .000 45.0 .000 .000 .000 .000 60.0 .000 .000 45.0 .000 .000 .000 .000 .000 .000 - 45.0 .000 .000 .000 .000 - 45.0 .000 0 .000 .000 0 .000 .000 0 .000 0 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 .000 0 .000 .000 0 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 .000 0 .000 0 .000 .000 0 .000 .000 0 000 .000 0 .000 .000 0 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 .000 0 .000 .000 0 .000 .000 0 .000 0 0 .000 0 .000 0 0 0 .000 0 .000 0 .000 t i 1 1 1 i 1 1 1 1 1 1 1 R 21107.2501393.000 25 .014 .000 .000 0 JX 21112.7501393.020 25 27 .014 354.200 1393.500 -45.0 .000 R 22443.9701397.150 25 .014 .000 .000 0 JX 22449.4701397.160 25 28 .014 24.800 1397.650 -45.0 .000 R 23766.2701401.240 25 .014 .000 .000 0 SH 23766.2701401.240 25 1401.240 CD 1 3 2 1.000 8.000 32.000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 4.000 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 3 1 1.000 8.000 29.000 .000 .000 .00 CD 7 3 1 1.000 8.000 25.000 .000 .000 .00 CD 8 4 1 .000 5.500 .000 .000 .000 .00 CD 9 4 1 .000 6.000 .000 .000 .000 .00 CD 10 4 1 .000 8.000 .000 .000 .000 .00 CD 11 3 1 1.000 8.000 21.000 .000 .000 .00 CD 12 4 1 .000 4.500 .000 .000 .000 .00 CD 13 4 1 .000 5.000 .000 .000 .000 .00 CD 14 3 1 1.000 8.000 17.000 .000 .000 .00 CD 15 4 1 .000 2.000 .000 .000 .000 .00 CD 16 3 1 1.000 8.000 25.000 .000 .000 .00 CD 17 4 1 .000 2.000 .000 .000 .000 .00 CD 20 4 1 .000 2.000 .000 .000 .000 .00 CD 21 4 1 .000 1.500 .000 .000 .000 .00 CD 22 4 1 .000 2.000 .000 .000 .000 .00 CD 23 4 1 .000 2.000 .000 .000 .000 .00 CD 24 4 1 .000 5.000 .000 .000 .000 .00 CD 25 3 1 1.000 6.000 20.000 .000 .000 .00 CD 26 4 1 .000 5.000 .000 .000 .000 .00 CD 27 4 1 .000 5.000 .000 .000 .000 .00 CD 28 4 1 .000 5.000 .000 .000 .000 .00 Q 613.600 .0 N O IMO MG NMI IMO IIIIII MN MS I MS On OS OM M 111111111 IMO O NM FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 1 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem 2202.250 134.570 Invert Elev Ch Slope ********* 1266.950 .0058 2336.820 1267.730 JUNCT STR .0050 2338.820 1267.740 236.290 .0058 2575.110 1269.110 JUNCT STR .0067 2576.610 1269.120 312.361 2888.971 .0058 1270.929 HYDRAULIC JUMP 2888.971 1270.929 33.772 .0058 2922.743 1271.125 70.780 .0058 2993.523 1271.535 66.477 .0058 Depth (FT) 8.380 Water Elev 1275.330 8.462 1276.192 8.540 1276.280 8.665 8.691 8.848 1277.775 1277.811 1279.778 5.400 1276.329 5.291 1276.416 5.045 1276.580 Q (CFS) 3453.00 3453.00 3432.60 3432.60 3425.70 3425.70 3425.70 3425.70 3425.70 Vel (FPS) Vel Head SF Ave 14.43 3.23 .0064 Energy Grd.E1. HF 1278.56 .86 14.43 3.23 1279.43 .0063 .01 14.35 3.20 1279.48 .0063 1.49 14.35 3.20 1280.97 .0063 .01 14.32 3.18 1280.99 - -I- - - - .0063 1.97 14.32 3.18 1282.96 21.15 6.94 .0114 1283.27 .39 21.58 7.23 1283.65 .0125 .89 22.64 7.96 1284.54 .0142 .95 Super Elev S- E Dpth .00 8.38 .00 8.46 .00 8.54 .00 8.67 .00 8.69 .00 .00 5.40 .00 5.29 .00 5.04 CriticaliFlow Top Depth 1 Width Froude NjNorm Dp 7.44 32.00 .93 6.98 7.44 32.00 .93 7.41 32.00 .92 6.95 7.41 32.00 .92 7.40 -I_ 32.00 .92 6.94 7.40 32.00 - I - 7.40 32.00 1.66 6.94 7.40 32.00 1.71 6.94 7.40 32.00 1.83 6.94 Height/ Dia.-FT "N" 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 8.000 .014 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall 32.000 .00 32.000 .00 32.000 .00 32.000 .00 32.000 .00 32.000 32.000 .00 32.000 .00 32.000 ZL - ZR No Wth Prs/Pip Type Ch .00 2 1.0 .00 B- OX .00 2 1.0 .00 BOX .00 2 1.0 .00 BOX .00 2 1.0 .00 BOX .00 2 1.0 .00 BOX .00 .00 .00 .00 .00 2 1.0 2 1.0 B- OX 2 1.0 B- OX .00 2 1.0 .00 .00 BOX '111111111 k I ,11111111 -- LIM'ell Me NM MS . NMI N NOle NM -1 FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 2 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem Invert Elev C- h Slope 3060.000 1271.920 39.724 3099.724 33.593 .0271 1272.998 .0271 3133.317 1273.909 25.509 .0271 3158.826 1274.601 19.338 .0271 3178.164 1275.126 14.431 .0271 3192.595 1275.518 10.402 .0271 3202.996 1275.800 7.004 .0271 3210.000 1275.990 92.780 3302.780 JUNCT STR .0067 1276.610 .0067 Depth (FT) 4.810 Water Elev 1276.730 5.021 1278.019 5.266 1279.175 5.523 1280.124 5.792 1280.919 6.075 1281.593 6.372 1282.172 6.683 1282.673 6.816 1283.426 Q (CFS) 3425.70 3425.70 3425.70 3425.70 3425.70 Vel Vel (FPS) Head SF Ave 23.74 8.75 .0143 22.74 21.69 8.03 .0127 7.30 .0112 Energy Grd.E1. HF 1285.48 .57 1286.05 .43 1286.48 .29 20.68 6.64 1286.76 .0099 .19 19.71 6.03 1286.95 .0087 .13 3425.70 18.80 5.49 .0077 3425.70 3425.70 3425.70 1287.08 .08 Super Elev SE Dpth .00 4.81 .00 5.02 .00 5.27 .00 5.52 .00 5.79 .00 6.08 17.92 4.99 1287.16 .00 .0068 .05 6.37 17.09 4.53 1287.21 .0062 .58 16.75 4.36 1287.78 .0064 .01 .00 6.68 .00 6.82 CriticaliFlow Top Depth I Width Froude NjNorm Dp 7.40 32.00 1.97 3.88 7.40 32.00 1.85 3.88 7.40 32.00 1.72 3.88 7.40 32.00 1.60 3.88 7.40 32.00 1.49 3.88 Height/ Dia.-FT - "N" 8.000 . 014 8.000 .014 8.000 . 014 8.000 .014 8.000 .014 7.40 32.00 8.000 1.39 3.88 .014 7.40 32.00 8.000 1.29 3.88 .014 7.40 32.00 8.000 1.20 6.56 .014 7.40 32.00 8.000 32.000 1.17 .014 .00 Base Wt or I.D. X-Fall 32.000 .00 32.000 .00 32.000 .00 32.000 .00 32.000 .00 32.000 .00 32.000 .00 ZL ZR .00 . 00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch 2 1.0 B- OX 2 1.0 B- OX 2 1.0 BOX 2 1.0 BOX 2 1.0 BOX 2 1.0 .00 BOX .00 2 1.0 .00 BOX 32.000 .00 2 1.0 .00 .00 B- OX .00 2 1.0 .00 B- OX 4MB In SIM .Mt I. NO OM Mt O mit Ns SIMI `M `- MN IMO Mt MO FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 3 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem Invert Elev Ch Slope 3304.280 1276.620 380.860 .0067 3685.140 1279.170 304.041 3989.181 99.586 .0067 1281.206 .0067 4088.767 1281.873 17.453 .0067 Depth (FT) Water Elev .***.**** 6.531 1283.151 6.531 1285.702 6.700 1287.907 7.027 1288.901 Q (CFS) 3406.50 3406.50 3406.50 3406.50 Vel Vel (FPS) Head -1- SF Ave 17.39 4.69 .0067 17.39 4.69 _1- .0065 16.95 4.46 -1- .0059 16.16 4.05 -1- .0052 Energy Grd.El. HF ********* 1287.84 2.55 1290.40 1.97 1292.37 .59 1292.95 .09 Super Elev SE Dpth ****.*. .00 6.53 .00 6.53 .00 6.70 .00 7.03 Critical Depth Froude N 7.37 1.24 7.37- 1.24 7.37 1.19 7.37 1.11 Flow Top Width Norm Dp 32.00 6.53 32.00 6.53 32.00 6.53 32.00 6.53 Height/ Dia.-FT INn 8.000 .014 8.000 .014 8.000 .014 8.000 .014 4106.220 1281.990 7.371 1289.361 3406.50 15.40 3.68 1293.05 .00 7.37 32.00 8.000 JUNCT STR .0075 I .0061 .02 7.37 1.03 .014 WARNING - Flow depth near top of box conduit 1 1 1 1 1 I 1 1 1 1 1 1 1 4110.220 1282.020 8.043 1290.063 3368.90 14.08 3.08 1293.14 .00 7.32 32.00 8.000 32.000 .00 2 1.0 -1- -I- -1- -1- -1- -1- -I- -1- 1- -1- -1- -1- 1 34.814 .0067 .0061 .21 8.04 .91 6.49 .014 .00 .00 BOX 1 4145.034 1282.252 8.021 1290.273 3368.90 14.08 3.08 1293.35 .00 7 32 32.00 8.000 32.000 .00 2 1.0 HYDRAULIC JUMP -I- -I- -I- -I- -I- -I- -1- -1- -1- -1- -1- -1- 1- UMP 1 1 1 4145.034 1282.252 6.531 1288.783 3368.90 17.19 4.59 1293.37 .00 7 32 32.00 8.000 32.000 .00 2 1.0 31.206 .0067 .0065 .20 6.53 1.22 6.49 .014 .00 .00 BOX Base Wt or I.D. X-Fall 32.000 .00 32.000 .00 ZL ZR .00 .00 .00 .00 No Wth Prs/Pip Type Ch 2 1.0 BOX 2 1.0 BOX 32.000 .00 2 1.0 .00 00 BOX 1 32.000 .00 2 1.0 1- .00 .00 BOX 1 32.000 .00 2 1.0 I .00 .00 BOX 11111 - . 11111 1 1 11111 11111 11111 11111 elle Ilia. Ulla MIS 11111111 .- FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 4 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem 4176.240 JUNCT STR Invert Elev Ch Slope 1282.460 .0067 4177.740 1282.470 114.980 .0067 4292.720 1283.240 JUNCT STR .0067 4295.720 1283.260 150.028 4445.748 174.252 4620.000 TRANS STR 4652.000 331.150 4983.149 233.471 5216.620 156.826 .0067 1284.269 .0067 1285.440 .0053 1285.610 .0052 1287.332 .0052 1288.546 .0052 Depth (FT) 6.540 Water Elev 1289.000 6.457 1288.927 6.449 1289.689 6.316 1289.576 6.174 5.886 1290.442 1291.326 6.807 1292.417 6.621 1293.954 6.313 1294.860 Q (CFS) 3368.90 3362.50 3362.50 3351.00 3351.00 Vel Vel (FPS) Head SF Ave 17.17 4.58 17.36 .0066 4.68 .0067 17.38 4.69 .0069 Energy Grd.E1. HF 1293.58 .01 1293.61 .77 1294.38 .02 17.69 4.86 1294.43 -I- - - - .0073 1.09 18.09 5.08 1295.53 .0080 1.39 3351.00 18.98 3351.00 3351.00 3351.00 17.58 18.07 - -I- .0055 5.59 1296.92 .0069 .22 4.80 1297.22 1.81 Super Elev S- E Dpth .00 6.54 .00 6.46 .00 6.45 .00 6.32 .00 6.17 .00 5.89 .00 6.81 5.07 1299.03 .00 .0061 1.41 6.62 18.96 5.58 1300.44 .0069 1.08 .00 6.31 CriticallFlow Top Depth I Width Froude NINorm Dp 7.32 32.00 1.22 7.31 32.00 Height/ Dia.-FT "Nn 8.000 .014 Base Wt or I.D. X-Fall ZL - ZR 32.000 .00 .00 .00 -I- - - -1- -1- 1 24 6.47 .014 .00 .00 7.31 32.00 8.000 32.000 .00 -I- - - -1- 1.25 .014 .00 .00 7.29 32.00 8.000 32.000 .00 -I- - - -I- -1- 1.28 6.44 .014 .00 .00 7.29 32.00 8.000 32.000 .00 - -I- - -I- -I- 1.33 6.44 .014 .00 .00 7.29 32.00 8.000 32.000 .00 - 'I' - - -I- -I- 1.42 .014 .00 .00 7.63 29.00 8.000 29.000 .00 - 1- - - -I- -I- 1.21 6.84 .014 .00 .00 7.63 29.00 8.000 29.000 .00 - I- - - -I- -I- 1.26 6.84 .014 .00 .00 I 7.63 29.00 8.000 29.000 .00 -I- - -I- -I- 1.35 6.84 .014 .00 8.000 32.000 .00 No Wth Prs/Pip Type Ch 2 1.0 BOX 2 1.0 BOX 2 1.0 BOX 2 1.0 BOX 2 1.0 BOX 2 1.0 BOX 1 1.0 BOX 1 1.0 BOX 1 1.0 .00. BOX 40 So Los s0 sO, s00 so 00 00 -. , s ..o mo.00 012 00 FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Date:11- 9-2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX AR Used Station L/Elem Invert Elev C- h Slope 5373.446 1289.362 126.554 .0052 5500.000 1290.020 TRANS STR .0050 5520.000 1290.120 476.010 .0052 Depth (FT) Water Elev 6.020 1295.381 5.739 1295.759 8.000 1298.120 Q (CFS) 3351.00 3351.00 3351.00 Vel Vel (FPS) Head SF Ave ####### 19.88 - -I- Energy Grd.E1. HF ######### 6.14 1301.52 .0078 .99 Super Elev S- E Dpth .00 6.02 .00 5.74 CriticallFlow Top Depth I Width Froude NlNorm Dp 7.63 29.00 1.45 6.84 7.63 29.00 1.56 Height/ Dia.-FT Nn ####### 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall ZL ZR ##### No Wth Prs/Pip Type Ch 29.000 .00 1 1.0 .00 .00 B- OX 29.000 .00 .00 .00 1 1.0 BOX .00 8.00 25.00 8.000 25.000 .00 1 1.0 8.00 1.11 8.00 .014 box conduit 1 5996.010 1292.594 8.000 1300.594 3351.00 17.50 4.75 1305.35 .00 8.00 25.00 8.000 25.000 .00 1 1.0 I- I- I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 501.260 .0052 .0085 4.25 8.00 1.11 8.00 .014 .00 .00 BOX 6497.270I 1295.200I- 9.649I- 1304.849I- 3351.00I- 17.50I- 4.75I-1309.60-I- .00-I- 8.00 -I 25.00-I-8.000 _I_ 8.00 .00 I 1 1.0 - JUNCT STR .0055 .0070 .04 9.65 1.11 .014 .00 .00 BOX 6502.770 1295.230 10.856 1306.086 3050.00 15.93 3.94 1310.02 .00 7.95 25.00 8.000 25.000 .00 1 1.0 197.230 .0052 .0070 1.39 10.86 1.01 7.47 .014 .00 .00 BOX I I I I I I I I I I I I 6700.000 1296.250 11.223 1307.473 3050.00 15.93 3.94 1311.41 .00 7.95 25.00 8.000 25.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -1- -►- 612.170 .0086 .0070 4.30 11.22 1.01 6.10 .014 .00 .00 BOX 1 I 1 I I 1 7312.170 1301.640 10.137 1311.777 3050.00 15.93 3.94 1315.72 .00 7.95 25.00 8.000 25.000 .00 1 1.0 -I -I -I- -I- -I- - -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR 0075 .0068 .03 10.14 1.01 .014 .00 .00 BOX 20.85 6.75 1302.51 .0068 .14 17.45 4.73 1302.85 .0053 2.51 WARNING - Flow depth near top of .00 .00 BOX -41.• 'am - 'aim vomit vim slip am mos ous pis sae - ifs Omit -Nis FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 6 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Date:11- 9-2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX AR Used Station L/Elem 7316.170 817.967 8134.137 HYDRAULIC Invert Elev C- h Slope 1301.670 .0088 1308.870 J- UMP 8134.137 1308.870 42.731 .0088 8176.868 1309.246 605.491 .0088 8782.359 1314.575 200.358 8982.718 88.492 9071.210 44.161 9115.371 .0088 1316.339 .0088 1317.118 .0088 1317.506 19.719 .0088 Depth (FT) Water Elev 10.348 1312.018 8.735 6.035 1317.605 1314.905 6.035 1315.281 6.261 1320.837 6.567 1322.906 6.888 -1324.005 7.224 1324.730 Q (CFS) Vel Vel (FPS) Head SF Ave Energy Grd.El. HF ++*+**++* 3006.00 15.70 3.83 1315.84 3006.00 15.70 3.83 3006.00 20.75 6.69 1321.59 3006.00 20.75 6.69 3006.00 20.00 6.21 3006.00 19.07 5.65 1328.55 .00 .0066 .59 6.57 3006.00 18.18 5.13 1329.14 .00 7.87 25.00 -�- -�- - - - - - - -I- .0058 .26 6.89 1.25 6.03 3006.00 17.34 4.67 1329.40 .00 7.87 25.00 .0052 .10 7.22 1.16 6.03 WARNING - Flow depth near top of box conduit Super Elev SE Dpth .0068 .0088 .0084 .0075 5.59 1321.43 .38 1321.97 5.08 1327.05 1.50 .00 10.35 .00 .00 6.03 .00 6.03 .00 6.26 CriticallFlow Top Depth 1 Width Froude NiNorm Dp 7.87 25.00 1.00 6.03 7.87 25.00 7.87 25.00 1.52 6.03 7.87 25.00 1.52 6.03 7.87 25.00 1.44 6.03 7.87 25.00 1.34 6.03 Height/ Dia.-FT - "Nn Base Wt or I.D. X-Fall 8.000 25.000 .014 .00 8.000 25.000 8.000 25.000 .014 .00 8.000 25.000 .014 .00 8.000 25.000 .014 .00 8.000 25.000 . 014 .00 8.000 25.000 . 014 .00 8.000 25.000 .014 .00 ZL - ZR No Wth Prs/Pip Type Ch .00 1 1.0 .00 BOX .00 .00 1 1.0 1 1.0 .00 BOX .00 .00 .00 .00 .00 1 1.0 BOX 1 1.0 BOX 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 7 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem 9135.090 JUNCT STR Invert Elev Ch Slope Depth (FT) 7.576 Water Elev 1325.256 Q (CFS) 3006.00 Vel Vel (FPS) Head SF Ave 16.53 Energy Grd.E1. HF Super Elev S- E Dpth 4.24 1329.50 .00 CriticaliFlow Top Depth I Width Froude NINorm Dp 7.87 25.00 8.000 Height/ Dia.-FT - "N" Base Wt or I.D. X-Fall 25.000 ZL ZR .00 .0068 .04 7.58 1.08 .014 .00 .00 WARNING - Flow depth near top of box conduit II I I I I I I I 9141.090 1317.730 5.782 1323.512 2839.00 20.46 6.50 1330.01 .00 7.58 25.00 8.000 25.000 .00 1 1.0 -I- 730.216 .0088 0088 6.43 5.78 1.53 5.78 .014 .00 .00 BOX I I I I I I I I I I I I I 9871.306 1324.156 5.782 1329.939 2839.00 20.46 6.50 1336.44 .00 7.58 25.00 8.000 25.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 625.345 .0088 .0092 5.73 5.78 1.53 5.78 .014 .00 .00 BOX 1I I I I I I I I I I I I I 10496.650 1329.660 5.618 335.278 2839.00 21.06 6.88 1342.16 .00 7.58 25.00 8.000 25.000 .00 1 1.0 -I- -I- -1- -I- -I- -I -I- -I- -1_ -I- -I--I JUNCT STR 0083- I- .0124 .07 5.62 1.60 .014 .00 .00 BOX 10502.650 1329.710 4.344 1334.054 2529.00 24.26 9.14 1343.19 .00 7.01 25.00 8.000 25.000 .00 1 1.0 -I- 7.350 .0109 .0153 .11 4.34 2.09 4.91 .014 .00 .00 BOX 10510.000 1329.790 4.334 1334.124 2529.00 24.31 9.18 1343.30 .00 7.01 25.00 8.000 25.000 .00 1 1.0 -I--I--I--I--I -I- -I- -I- -I- -1- -1- -I- -I- I - TRANS STR 0130 .0141 .28 4.33 2.10 .014 .00 .00 BOX I I I I I I I I 10530.000 1330.050I I I I I 5.533 1335.583 2529.00 22.86 8.11 1343.69 .00 7.92 21.00 8.000 21.000 .00 1 1.0 _I- -I- -I- -I- -I- -I_ -I- _� -I- -I- -I-_�_ 136.147 .0128 0128 1.74 5.53 1.75 5.53 .014 .00 .00 BOX I I I I I I I I I I I I 10666.150 1331.792I 5.533 1337.325 2529.00 22.86 8.11 1345.44 .00 7.92 21.00 8.000 21.000 .00 1 1.0 -I- .0128 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 628.059 .0124 7.78 5.53 1.75 5.53 .014 .00 .00 BOX No Wth Prs/Pip Type Ch 1317.680 .0083 1 1.0 B- OX eme ine as ass sot elm am um ait 010 ewe ems as ase am es FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 8 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Date:11- 9-2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX AR Used Station L/Elem •******** Invert Elev Ch Slope 11294.210 1339.828 281.489 .0128 11575.700 122.871 11698.570 69.074 11767.640 41.524 11809.170 24.462 1343.430 .0128 1345.002 .0128 1345.886 .0128 1346.417 .0128 11833.630 1346.730 12.623 .0128 11846.250 1346.892 3.750 .0128 Depth (FT) Water Elev 5.671 1345.500 5.948 6.238 6.543 1349.378 1351.241 1352.429 6.862 1353.280 Q (CFS) 2529.00 2529.00 2529.00 2529.00 2529.00 7.197 1353.928 2529.00 7.549 1354.441 2529.00 Vel Vel (FPS) Head SF Ave 22.30 7.72 _I_ 21.26 .0113 7.02 .0100 20.27 6.38 .0088 19.33 5..80 .0078 18.43 5.27 .0069 17.57 4.79 - -I- - .0061 Energy Grd.El. HF 1353.22 3.18 1356.40 1.22 1357.62 .61 1358.23 .32 1358.55 .17 1358.72 .08 Super Elev S- E Dpth 16.75 4.36 1358.80 - -I- - - - - .0054 .02 depth near top of .00 5.67 .00 5.95 .00 6.24 .00 6.54 .00 6.86 .00 7.20 .00 7.55 CriticallFlow Top Depth I Width Froude NJNorm Dp 7.92 21.00 1.69 5.53 7.92 21.00 1.57 5.53 7.92 21.00 1.47 5.53 7.92 21.00 1.36 5.53 7.92 21.00 1.27 5.53 7.92 21.00 1.18 5.53 7.92 21.00 1.10 5.53 WARNING - Flow box conduit I I I I I I I I I I I I I 11850.000 1346.940 7.918 1354.858 2529.00 15.97 3.96 1358.82 .00 7.92 21.00 8.000 21.000 .00 1 1.0 -I .0034 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.747 .0050 .08 7.92 1.02 8.00 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit Height/ Dia.-FT - "Nn 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall 21.000 .00 21.000 .00 8.000 21.000 .014 .00 8.000 .014 8.000 .014 8.000 .014 8.000 ZL ZR ***** .00 No Wth Prs/Pip Type Ch ******* 1 1..0 .00 BOX .00 1 1.0 .00 BOX .00 .00 1 1.0 BOX 21.000 .00 1 1.0 .00 .00 B- OX 21.000 .00 21.000 .00 .00 1 1.0 .00 BOX .00 .00 1 1.0 BOX .00 1 1.0 .014 21.000 .00 .00 BOX *Ili INS OS UMW SO 111111 MO OW NM ON PO ONO NM ilia Ma FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN REVBLINEBOX PAGE 9 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem Invert Elev Ch Slope +++++++++ 11865.750 1346.994 19.393 .0034 11885.140 1347.060 JUNCT STR .0033 11888.140 1347.070 174.570 .0052 12062.710 1347.980 JUNCT STR .0035 12064.710 1347.987 250.000 .0052 12314.710 1349.296 JUNCT STR .0005 12316.710 1349.297 252.000 12568.710 JUNCT STR .0052 1350.607 .0055 Depth (FT) ++++++++ Water Elev +++++++++ 8.000 1354.994 8.084 1355.144 8.238 1355.308 8.652 1356.632 8.689 1356.676 9.269 1358.565 9.312 9.898 1358.609 1360.505 Q (CFS) 2529.00 2529.00 2505.50 2505.50 2500.80 2500.80 2496.10 2496.10 Vel Vel (FPS) Head SF Ave +++++++ 15.86 3.90 .0077 15.86 3.90 .0076 15.71 3.83 .0076 15.71 3.83 .0076 15.68 3.82 - -1- .0076 15.68 3.82 .0075 15.65 3.80 .0075 15.65 3.80 .0075 Energy I Super Grd.El.l Elev -I- - HF ISE Dpth 1358.90 .00 .15 8.00 1359.05 .00 .02 8.08 1359.14 .00 1.32 8.24 1360.46 .00 .02 8.65 1360.49 .00 1.89 1362.38 .02 8.69 .00 9.27 1362.41 .00 1.90 9.31 1364.31 .00 .01 9.90 CriticallFlow Top Depth I Width _I_ Froude NiNorm Dp 7.92 21.00 1.01 8.00 7.92 21.00 1.01 7.87 21.00 1.00 7.78 7.87 21.00 1.00 7.86 21.00 1.00 7.76 7.86 21.00 1.00 Height/ Dia.-FT - "N" 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 7.85 21.00 8.000 21.000 1.00 7.77 .014 .00 I 7.85 21.00 8.000 21.000 - I - - - - - 1.00 .014 .00 ZL ZR +++++ .00 .00 .00 No Wth Prs/Pip Type Ch +++++++ 1 1.0 B- OX 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 .00 .00 .00 .00 1 1.0 BOX 1 1.0 BOX 1 1.0 .00 BOX .00 1 1.0 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 10 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem Invert Elev Ch Slope 12570.710 1350.618 49.290 .0051 12620.000 1350.870 198.710 .0095 12818.710 1352.758 JUNCT STR .0095 12820.710 1352.777 245.980 .0095 13066.690 1355.110 JUNCT STR .0200 13068.690 1355.150 251.720 13320.410 JUNCT STR .0094 1357.520 .0110 13322.410 1357.542 161.432 .0095 13483.840 1359.076 HYDRAULIC JUMP Depth (FT) **.***.* Water Elev 9.931 1360.549 10.048 1360.918 9.651 1362.409 9.675 1362.452 9.180 9.183 1364.290 1364.333 8.686 1366.206 8.721 1366.263 8.376 1367.452 Q (CFS) 2491.40 2491.40 2491.40 2486.70 2486.70 2482.00 2482.00 2475.00 2475.00 Vel Vel (FPS) Head SF Ave ******* 15.62 3.79 .0075 Energy Grd.El. HF 1364.34 .37 15.62 3.79 1364.71 15.62 .0075 3.79 .0075 1.49 1366.20 .01 15.59 3.77 1366.23 .0075 1.84 15.59 3.77 .0074 1368.06 .01 15.56 3.76 1368.09 -I- - - - .0074 1.87 15.56 15.52 3.76 .0074 3.74 .0074 15.52 3.74 1369.97 .01 1370.00 1.19 1371.19 Super Elev SE Dpth ******* .00 9.93 .00 10.05 .00 9.65 .00 9.67 .00 9.18 .00 9.18 .00 8.69 .00 8.72 .00 CriticalIFlow Top Depth I Width Froude NlNorm Dp ******** 7.84 21.00 1.00 7.81 7.84 21.00 1.00 6.13 7.84 21.00 1.00 7.83 21.00 1.00 6.12 7.83 21.00 1.00 7.82 21.00 1.00 6.13 7.82 21.00 1.00 7.81 21.00 .99 6.10 7.81 21.00 Height/ Dia.-FT 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 Base Wt or I.D. X-Fall 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 .00 21.000 ZL ZR ***** .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 1.0 BOX 1 1.0 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 NO' int VIII NM Ma 1111110 111111t en ONO MS JINN Nil FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 11 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem Invert Elev C- h.Slope 13483.840 1359.076 121.856 .0095 Depth (FT) ******** 6.418 Water Elev 1365.493 Q (CFS) 2475.00 Vel Vel (FPS) Head -1- SF Ave 1 Energy Grd.E1. HF ********* 19.28 5.77 1371.27 .0079 .96 Super Elev S- E Dpth ******* .00 6.42 CriticaljFlow Top Depth 1 Width - -1- Froude NiNorm Dp 1 7.81 21.00 1.37 6.10 Height/ Dia.-FT - "N" 8.000 .014 Base Wt or I.D. X-Fall 21.000 .00 ZL - ZR No Wth Prs/Pip Type Ch .00 1 1.0 .00 B- OX 13605.700 1360.234 6.691 1366.925 2475.00 18.49 5.31 1372.24 00 7.81 121.00 8.000 21.000 .00 1 1.0 .0070 .45 6.69 1.29 6.10 .014 .00 .00 BOX 13669.240 1360.838 7.018 1367.855 2475.00 17.63 4.83 1372.68 I .00 7.81 121.00 8.000 21.000 .00 1 1.0 I I -1- - - - 29.515 .0095 .0062 .18 7.02 1.20 6.10 .014 .00 .00 BOX 13698.750 1361.118 7.360 1368.478 2475.00 16.81 4.39 1372.87 I .00 7.81 121.00 8.000 21.000 .00 1 1.0 .0071 .03 7.36 1.12 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit 1 1 I 1 ( 1 1 1 1 1 1 13703.250 1361.161 6.239 1367.400 2402.00 19.25 5.75 1373.15 .00 7.65 21.00 8.000 21.000 .00 1 1.0 -1- -I- -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- I- 81.750 .0095 .0082 67 6.24 1.39 5.95 .014 .00 .00 BOX 13785.000 1361.940 6.377 1368.317 2402.00 18.83 5.51 1373 82 .00 7.65 21.00 8.000 21.000 .00 1 1.0 -1 -1- -1- -I -11- -�- -� �- -�- 332.020 .0080 .0079 2.62 6.38 1.35 6.37 .014 .00 .00 BOX 1 1 1 1 1 1 1 14117.020 1364.596 6.433 1371.029 2402.00 18.67 5.41 1376.44 .00 7.65 21.00 8.000 21.000 .00 1 1.0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .0081 .0079 .02 6.43 1.33 .014 .00 .00 BOX 1 1 1 1 1 1 1 1 1 1 1 1 1 14119.020 1364.612 6.383 1370.995 2398.00 18.79 5.48 1376.47 .00 7.64 21.00 8.000 21.000 .00 1 1.0 1- -1-1- -1- -1- -1- -1- -1- -I- -I- I- 262.000 .0080 0078 2.05 6.38 1.34 6.36 .014 .00 .00 BOX 63.537 .0095 JUNCT STR .0095 OIM an Mir OS Mill MO W Mit 11110 - -' rim ,I FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 12 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem 14381.020 JUNCT STR Invert Elev C- h Slope 1366.708 .0080 14383.020 1366.724 151.606 .0080 14534.630 1367.937 419.388 .0080 14954.010 1371.292 113.554 .0080 Depth (FT) 6.454 Water Elev 1373.162 6.340 1373.064 6.340 1374.277 6.608 1377.900 Q 2398.00 2389.00 2389.00 2389.00 Vel Vel (FPS) Head SF Ave 18.58 5.36 .0078 18.84 5.51 .0080 Energy Grd.E1. HF 1378.52 .02 1378.58 1.21 18.84 5.51 1379.79 .0076 3.19 18.08 5.07 1382.97 -I- - - - .0068 .77 Super Elev SE Dpth .00 6.45 .00 6.34 CriticallFlow Top Depth 1 Width Froude NjNorm Dp 7.64 21.00 1.32 7.62 21.00 1.35 6.34 .00 7.62 21.00 6.34 1.35 6.34 .00 7.62 21.00 6.61 1.27 6.34 15067.570 1372.201- 6.930 1379.131 2389.00 17.24 4.61 1383.74 .00 I 7.62 121.00 8.000 21.000 .00 1 1.0 - -I - -1 I- - - - 40.560 .0080 .0060 .24 6.93 1.18 6.34 .014 .00 .00 BOX 15108.130 1372.525 7.268 1379.793 2389.00 16.43 4.19 1383.99 .00 I 7.62 121.00 8.000 21.000 .00 1 1.0 - - - - - - - - -1- - - - -I- -I - - - - - .0053 .05 7.27 1.10 6.34 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I 1 I I I I I I 15118.000 1372.604 7.624 1380.228 2389.00 15.67 3.81 1384.04 .00 7.62 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0080 .0049 .02 7.62 1.02 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit Height/ Dia.-FT nNu 8.000 .014 8.000 .014 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall 21.000 .00 21.000 .00 21.000 .00 21.000 .00 ZL ZR .00 .00 .00 No Wth Prs/Pip Type Ch 1 1.0 BOX 1 1.0 .00 BOX .00 .00 .00 1 1.0 BOX 1 1.0 9.872 .0080 .00 BOX 0110 $00 OM 00 ;OW OW OW '00 00 0111 011* 704W OW OW OW 00 alW OW VW FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 13 Date:11- 9-2001 Time:10:59:25 AR Used Station L/Elem 15123.000 47.000 15170.000 1280.000 16450.000 JUNCT STR 16454.000 662.801 17116.800 JUNCT STR 17122.800 77.199 17200.000 220.000 17420.000 1100.500 18520.500 JUNCT STR Invert 1 Depth Elev 1 (FT) -1- Ch Slope 1 1372.644 8.985 .0080 1 1373.020 .0038 1377.884 .0038 1377.899 .0038 1380.418 .0038 1380.441 .0038 1380.734 .0038 1381.570 -I- .0031 8.837 10.183 10.414 10.949 12.435 12.270 11.799 Water Elev 1381.629 1381.857 1388.068 1388.313 1391.367 1392.876 1393.004 1393.369 1384.980 10.214 1395.194 (_ _ _ .0036 Q (CFS) 2004.00 2004.00 2004.00 1953.00 1953.00 1171.60 1171.60 1171.60 1171.60 Vel Vel (FPS) Head -1- SF Ave 12.56 2.45 .0049 12.56 2.45 - -I- - .0049 (12.56) 2.45 .0046 12.24 2.33 .0046 12.24 - -I- 2.33 .0017 7.35 .84 .0017 7.35 .84 .0017 7.35 .84 .0017 7.35 .84 -I .0014 Energy Grd.El. HF 1384.08 .23 1384.31 6.21 1390.52 .02 1390.64 3.05 1393.70 .01 1393.71 .13 1393.84 .36 1394.21 1.83 1396.03 .01 Super Elev S- E Dpth .00 8.98 .00 8.84 .00 10.18 .00 10.41 .00 10.95 .00 12.43 .00 12.27 .00 11.80 .00 10.21 CriticaliFlow Top Depth 1 Width - -1- Froude NjNorm Dp 6.78 21.00 .80 5.54 6.78 21.00 -1- .80 7.39 6.78 21.00 -1- .80 6.67 21.00 .78 7.24 6.67 21.00 .78 4.74 21.00 .47 4.90 4.74 21.00 .47 4.90 4.74 21.00 .47 5.29 4.74 21.00 .47 Height/ Dia.-FT - "N" 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 8.000 .014 Base Wt or I.D. X-Fall 21.000 .00 ZL ZR .00 .00 No Wth Prs/Pip Type Ch rrrrrrr 1 1.0 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX 21.000 .00 1 1.0 .00 .00 BOX all MN NM OM SIN OM allit PO ill ON AM FILE: revblinebox.WSW AR Used Station L/Elem 18526.000 10.000 18536.000 TRANS STR Invert Elev C- h Slope 1385.000 .0030 1385.030 .0028 18561.000 1385.100 1292.250 .0031 19853.250 1389.120 JUNCT STR .0018 19858.750 1389.130 1248.500 .0031 21107.250 1393.000 JUNCT STR .0036 21112.750 _1393.020 1331.221 .0031 22443.970 1397.150 JUNCT STR .0018 22449.470 1397.160 1316.799 .0031 W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN REVBLINEBOX Depth (FT) 10.411 10.394 1395.411 1395.424 9.843 1394.943 10.356 1399.476 10.682 1399.812 10.596 1403.596 11.285 -1404.305 8.824 -1405.974 8.889 1406.049 • Q (CFS) ) 1067.80 1067.80 1067.80 1067.80 992.60 992.60 Vel Vel (FPS) Head SF Ave 6.69 .70 - -I- .0014 6.69 .70 .0014 9.41 1.37 .0035 9.41 1.37 .0030 Energy Grd.E1. HF 1396.11 .01 1396.12 .03 1396.32 4.53 1400.85 .02 8.75 1.19 1401.00 .0030 3.78 8.75 1.19 1404.78 .0013 .01 638.40 5.62 .49 1404.80 .0013 1.67 638.40 613.60 5.62 .49 .0012 5.41 .45 .0012 1406.47 .01 1406.50 1.53 PAGE 14 Date:11- 9-2001 Time:10:59:25 Super CriticalIFlow Top Height/ Base Wt Elev Depth 1 Width Dia.-FT or I.D. S- E Dpth Froude NiNorm Dp "N" X-Fall +++++++ .00 4.46 21.00 8.000 21.000 10.41 .43 4.99 .014 .00 .00 4.46 21.00 8.000 21.000 10.39 .43 .014 .00 .00 4.61 20.00 6.000 20.000 -I- - - 9.84 .70 5.18 .014 .00 I .00 4.61 20.00 6.000 20.000 10.36 .70 .014 .00 .00 4.39 20.00 6.000 20.000 10.68 .65 4.91 .014 .00 .00 4.39 20.00 6.000 20.000 10.60 .65 -I .014 -I .00 .00 3.27 120.00 6.000 120.000 11.28 .42 3.54 .014 .00 .00 3.27 120.00 6.000 120.000 8.82 .42 -I .014 - -I .00 .00 3.19 120.00 6.000 120.000 8.89 .40 3.45 .014 .00 ZL - ZR No Wth Prs/Pip Type Ch .00 1 1.0 :00 BOX .00 1 1.0 .00 B- OX .00 1 1.0 .00 B- OX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .00 1 1.0 .00 BOX .11110 111011 11111, On 010 WI MS OM OM MI MI SO MI MB FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX PAGE 15 Date:11- 9-2001 Time:10:59:25 AR Used Invert Station Elev L/Elem Ch Slope 23766.270 1401.240 Depth (FT) 6.335 Water Elev 1407.575 Q (CFS) 613.60 Vel Vel (FPS) Head 5.41 SF Ave .45 Energy Grd.El. HF 1408.03 Super Elev S- E Dpth .00 CriticallFlow Top Depth 1 Width Froude NINorm Dp 3.19 20.00 Height/ Dia.-FT - "N" 6.000 Base Wt or I.D. X-Fall +++++++ 20.000 ZL ZR .00 No Wth Prs/Pip Type Ch +++++++ 1 1.0 N ( POOL \EXISTING 42" S.D. PER CITY DWG 3063 L V "'EXISTING BASELIN•E..,$ ,, BASELINE AVENUE r 10 PROPOSED ST•RM DRAIN 1374.49 FL, SUMP CATCH BASIN No. 1 Q100=7.7 CFS Q25 =5.3 CFS 11 CO CO 8 7 Qioo=11.2 CFS 12 6 5 IMOSA FLOW —BY CATCH BASIN Q1oo=5.5 CFS QPD =3.5 CFS Qkiow-13Y=2.0 CFS Q25 =4.1 CFS o. 2 13 14 1 3-4 186 4 15 3 COURT 16 2 17 @0)1383.6 1 18 (20)1383.6 40 GRAPHIC SCALE 20 40 80 160 ( IN FEET ) 1 inch = 40 ft. 'AC` ' 277O x L� X x 1382.5(3 Q100=0.74 CFS Q25=0.60 CFS COMM. 0.13 1379.0 Q1o0=1.35 CFS Q25=1.06 CFS 135 YOUNG HOMES HYRROLOGY MAP FOR TRACT I. 16346 VICINITY MAP N.T.S. LEGEND: 3-4 PROJECT LOCATION INDICATES DRAINAGE FLOW INDICATES HYDROLOGY NODE DWELLING UNITS PER ACRE 2.1 1 348%'o LINEAR FEET OF FLOW ACREAGE HYDROLOGY MAP Prepared By: 82 ALLARD ENGINEERING Civil Engineering Land Surveying Land Planning 8253 Sierra Avenue Fontana, D htomia 92335 (909) 356-1815 Fax (909) 356-1795 DATE: SEPT., 2002 DRAWN BY: AE DESIGN BY: AE JOB NO. 1590701 SHEET 1 OF 1 PLOT DATE: March 11, 2004 dea M:\DWG\15907\HYDRO\HYDROLOGY.dwg