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HomeMy WebLinkAboutTract No. 16243 Hydrology StudyCSL ENGINEERING, INC. IIVIL ENGINEERING • SURVEYING JN 748 LAND PLANNING HYDROLOGY AND HYDRAULIC ESS/ �tcQ<5) 4)A L� co 0 Lr 25917 Z cc EXPIRES 12/31/07 d CIV1� F OF C O rn rn CALCULATIONS FOR TRACT 16243 REVIEWED W LL F4 5 "1 THIS CIVIL ENGINEERIN::a DOCUMENT "-.? FEE'! REVIEWED FOR GENERAL CONFC? ";'..1 CF: 'M H r:, 'i,.,!;:;,',:c11_E G:TY STANDARDS, ACC -1;`;; . GY THE RE,.;':.iER OF ANY ELEF,1nN'rS Or Mr. L'.KdNEEFir..!u DCC(. `': il' DO.:73 NOT CONSTITUTE A t..P.. 3A',ITY AND DOES NOT +" 'I' RE.•`.. LTVC THE APPLICA1`. ! on : PP'''. ICA1,41-S. CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND STANDAR DATE PREPARED BY: 7 -a7 RICHARD A. SCIANNI DATE R.C.E. 25917 11651 Sterling Avenue, Suite E, Riverside, CA 92503 • (951) 785-5122 • Fax (951) 785-5180 VICINITY MAP TABLE OF CONTENTS INTRODUCTION HYDROLOGY CALCULATIONS TABLE C.2, Fm VALUES SECTION D.4, INTENSITY -DURATION CURVES SOILS GROUP MAP ISOHYETAL MAPS 10 YEAR-1 HOUR 100 YEAR-1 HOUR STREET CAPACITY CALCULATIONS Page 1 2A, 2B 3 4 5 6 7 8,9 25 YEAR HYDROLOGY (DEVELOPED CONDITION) 10,11 100 YEAR HYDROLOGY (DEVELOPED CONDITION) 12,13 TRACT 16210 HYDROLOGY & HYDRAULIC CALCULATIONS (FOR REFERENCE ONLY) DISCUSSION 1 25-YEAR HYDROLOGY (DEVELOPED CONDITION) 2-8 100-YEAR HYDROLOGY (DEVELOPED CONDITION) 9-15 ONSITE HYDROLOGY MAP 16 OFFSITE HYDROLOGY MAP 17 EXHIBIT SHOWING EXIST. & PROP. C.B.'S ON HEMLOCK 18 CALCULATIONS FOR C.B.'S L3 & L4 19 CALCULATIONS FOR C.B.'S L1 & L2 20 CAPACITY OF CURB OPENING INLET GRAPH 21 HYDRAULICS OF EXISTING LATERAL "Ll" 22-25 HYDRAULICS OF MODIFIED LATERAL "Ll" 26-30 HYDRAULICS OF LATERAL "L2" 31-35 HYDROLOGY MAP (TRACT 16243 DEVEL. CONDITION) back pocket HYD '' OL GY CALCU Q BASELINE } w U CS 30 30 FREEWAY POST LANE > SOUTH HIGHLAND AV. < U > ['f�GRUMAN AV. WRIGHT--Q 5 � 1---w EAGER AV. COURT —f z ¢D BELLGROVE= z cci Q Q Q I-- WAY -� '-`' c- WALNUT AV. MOFFET AV. PROJECT SITE SAN BERNARDINO FRWY VICINITY MAP NO SCALE THOMAS BROS. 2005 EDITION PAGE 644, GRID E-2 INTRODUCTION and DISCUSSION SUMMARY OF ASSUMPTIONS: 1. Streets must carry the Q25 storm flows to the top of curb, and the Q100 flows to the street right-of- way. 2. Hydrology calculations are per San Bernardino County Hydrology Manual dated August, 1986. 3. For existing condition Hydrology use Commercial development for runoff in perimeter streets, and use Natural Poor Cover, "Barren" for the onsite area. The site has been disked and cleared of most vegetation. Existing house will be ignored to keep the Q to as low as possible. Please note that it will not be necessary to run existing condition hydrology since the downstream storm drain system is capable of handling the developed flows. 4. For developed condition Hydrology use Commercial development for runoff in perimeter streets, and use Residential, 3-4 Dwellings/Acre for the onsite areas. 5. The runoff from Tract 16243 (5 + acres) will drain to Hemlock and then be conveyed southerly in Hemlock until it is picked up in the catch basins located just north of Walnut. DISCUSSION: Tract 16243 is a 19 lot Single -Family Residential subdivision located on the east side of Hemlock Avenue and about halfway between Walnut and South Highland in the City of Fontana. It is bounded on the west side by an improved public street (Hemlock), on the north and east sides by existing residential developments and on the south side by an existing School. There are no offsite tributary flows to this site. The existing property is vacant land and is 5 + acres in size. This report provides the 25-year and 100 year frequency hydrology study for the developed condition only since the downstream storm drain system is capable of picking up the developed flows. Therefore this project will not be required to mitigate for increased development flows, and will not propose a detention basin Tract 16210, which is a 10 acre residential subdivision approved in 2003 is located due north of Tract 16243. The development of Tract 16210 provided the addition of two 28' catch basins (one on each side of Hemlock) just north of Walnut, and upsized an 18" storm drain to a 24" storm drain that allowed for the pickup of the 100-year developed condition flows for the properties on the east side of Hemlock from Walnut to South Highland. The Hydrology Report for Tract 16210 included the hydrology and hydraulic analysis for this additional storm drain system, and it was approved by the City in 2003. Portions of the hydrology and hydraulic analysis for Tract 16210 will be included in this report for Tract 16243 as a reference. Sapling Lane is proposed to drain all of the 19 residential lots out onto Hemlock Avenue, which will be picked up in the existing catch basins located just north of Walnut Avenue. The following Q's represent the 25-year and 100-year flows attributed to Tract 16243 as calculated in both the Tract 16210 report and the Tract 16243 report as a comparison: Q25 = 8.6 cfs (Tract 16210 study) Qioo = 11.8 cfs (Tract 16210 study) Q25 = 8.7 cfs (Tract 16243 study) Qioo = 11.7 cfs (Tract 16243 study) These results show that the Q25 and the Qioo flows are essentially the same for both studies, which concludes that the downstream catch basins and storm drain laterals can handle the flows from this subdivision. WATER QUALITY BASIN DESIGN: This project is proposing to use Lot "C" (as shown on the Tract Map) as a Water Quality Basin that will store the VBMP and filter the first flush flows. This Basin will gravity drain out onto Hemlock Avenue through a parkway drain. There are two catch basins proposed on Sapling Lane near this Basin that will pick up the "first flush" flows and discharge them into the Basin for cleaning. The basins designed are 4' wide, which is the City's minimum size, and no local depression will be used. The reason for omitting the local depression is that the intent for these basins is to only pick up the initial storm flows, while allowing the larger storm flows to flow by the basins into Hemlock Avenue. Then these larger flows will flow south on Hemlock and be picked up by the series of catch basins at Walnut Avenue. The pipe size for the connector pipe between the catch basins in Sapling Lane is an 8". This size was selected because it is small enough to minimize the amount of water it can carry to the Water Quality Basin, but large enough to minimize clogging. CBS COVER TYPE TABLE C.2. Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP AP(I) A B C NATURAL: Barren 1.0 0.41 0.27 0.18 0.14 Row Crops (good) 1.0 0.59 0.41 0.29 0.22 Grass (fair) 1.0 0.82 0.56 0.40 0.31 Orchards (fair) 1.0 0.88 0.62 0.43 0.34 Woodland (fair) 1.0 0.95 0.69 0.50 0.40 URBAN: Residential (1 DU/AC) 0.80 0.78 0.60 0.45 0.37 Residential (2 DU/AC) 0.70 0.68 0.53 0.39 0.32 Residential (4 DU/Aa 0.60 C0.58) 0.45 0.34 0.28 0.40 0.39 0.30 0.22 0.18 Residential (10 DU/AC) Condominium Mobile Home Park Apartments Commercial/Industrial 0.35 0.34 0.26 0.20 0.16 0.25 0.24 0.19 0.14 0.12 0.20 0.19 0.15 0.11 0.09 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended ap values from Figure C-4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C-3 (4) DU/AC=dwelling unit per acre It is noted that the Tc computation procedure is based upon the summation of an initial subarea time of concentration with the several travel times estimated by normal depth flow -velocities of the peak flow rates through subsequent subareas. D.4. INTENSITY -DURATION CURVES Rainfall intensity (I) is determined using intensity -duration curves which are appropriate for the study watershed. San Bernardino County has prepared isohyetal maps corresponding to 10-year 1-hour and 100-year 1-hour return frequency precipitation. Point rainfall for intermediate return periods can be determined from Figure D-2. Intensity duration curves for a particular area can be developed using the log -log paper of Figure D-3, plotting the 1-hour point rainfall value for the desired return period, and drawl n a straight line through the 1-hour value parallel to the required slope.fThe slope of the intensity duration curve is assumed to be 0.6 for watersheds in the southwest portion of the County. 1 For desert and mountain watersheds, the slope of the intensity duration curves is assumed to be 0.7. These slope values may be modified if rainfall data record analysis indicates that such modifications are appropriate. Any modifications of the slope values must be approved by the County prior to submittal of a study for County review. D.5. RUNOFF COEFFICIENT The runoff coefficient (C) is the ratio of rate of runoff to the rate of rainfall at an average intensity (I) when the total drainage area is contributing. The selection of the runoff coefficient depends on rainfall intensity, drainage area slope, type and amount of vegetative cover, infiltra- tion capacity of the ground surface, and various other factors. Since one acre-inch/hour is equal to 1.008 cfs, the rational formula is used to estimate a peak flowrate in cfs. The runoff coefficient is assumed to be a function of the impervious and pervious area fractions, an infiltration rate, ••••••••;:,::, Tv., '..k ;.:7:- - s•ss:s.-.."-.• ts• ss". :••. i,•;•:. •••,.., , .. • , s...• !....F..--...:', ' , s' ii*.'.1 : • ... .. . „ . ., • • k..s:, ; 1 . '.; '''..-r • ' .......:"..".7 • •k:- :-,-..,, .. ,•4..... • .,• ' t•:•,..;'•:.-.•'•••,.! 1 • < :.' 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GROUP BOUNDARY SOIL, GROUP DESIGNATION a_ 2 a. cc ° 0 LI- (9 0 0 CC >— 0 cc ZI 0 5 az a z 0 0 z a < 2 r* 0 CO 0 Z <cD >— (n SOUTHWEST -A AREA INDEX MAP NMI OM MIN MN MIN 111111 NMI MN IMO IMII MN MI ON MI MI MINI WIN NM MI 1- — T3N T2N TIS T2S t— T3S, i•J1aw • I • TONIO UPL4ND • R7W • I R6W ph¢iud 1.7°;30 IVALLAT MIMAM'\B� I 5 IIMAM'4 3 • RIALTO CRESfMORE • • • R5W R6 - -1---7,-I-; - --1,Pv _ LARROWHEAD SAN BERNA DINO SAN BERNARDINO COUNTY HYDROLOGY MANUAL R2W- 17.E \ RA .LESN p•/ MTN cfr a RG CI M A. D \�aGO 9P' : RIE LEGEND: /. .8. ISOLINES PRECIPITATION CINCHES) use- SAN BERNARDINO_ COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS - Yio 10 YEAR: I HOUR:`. BASED ON .U.S.DC., N,O.AA.ATLAS2;.1973_ Ft DATE SCALE . 1982 IC I"•2/4' :FILE NO. wRD.1 DRWG ]NO. TIN •'•• - T2S L6 1.6 - J — MT. SAN T.'^N10 ; 1 • N. 1 1 I I I i 11111=01 1111111111 111111=017119Wrierm 1 d�t�® ONTA'IGb�"•- r____ni Anhibrab.:. .kink ii pp- R7W: I i 17145 IIs• I I 1 R6W I7•,30 •. I 30111 ►..,•, jpintudilliffill ikik. 1,7130 ONTAN RIALTO_„ COLTON PARTON I GRANT TERRICE ERS IDE R4W R2W. SIDE . COUNT • _OCYeT AYE: SAN BERNARDINO COUNTY HYDROLOGY MANUAL R2E IL - — T4N YALL[Y f11LA .' . tt* I. I 1 i LsL — —(— Iy , P -- -- i1 # _ —�i T3N — I.) er‘.... , itvitr4,00E-,4worzomirlyii _-.,, ::: -117- -12: sr:---- OWILtb.. R LAKE IVILLYE YUCAIPA REDUCED DRAWING SCALE I" = 4 MILES LEND ISOLINES PRECIPITATION (INCHES) --E-7XSLDLL. I L I la: EAwM7 . _ 134 5T2N • 5C -, 1.5I" SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY. AREA 'ISOHYETALS YK,o —100 YEAR"-1 HOUR BASED ON U.S.D.C, NOAA ATLAS A.'NS APA1WED BY DATE 1982 FLOOD tn�u.tt r•:E� MEER rijI BMW NO: . a. "fit l 1113331. USL ENGINEERING, INC. 1VIL ENGINEERING • SURVEYING LAND PLANNING RA/ 60 TO T.C. ' "�L STREET TO CROWN i (1/2) STREET ;T:O 12/W . FuIi. STREET 6-5 G" C.F. T „A„ /2' AFT.2 P= 37.°° FT.(r =;:io9)n =0.015 K = ._. 1:n86 AR /3 -. _ z ? . ? s - 5 , 3 Z FT.'' K -1- 15.41 FT.(r ,f? n=..0.01 S FT.Z PH61,00 V'T(r :,-315)n:1=0.01? K-_ 735.1C . Q S 1/S K S=, oo:S' S=. Of o S=.., ©I S S=.,oZ,Q S= S=- fo q. g 5- 7.¢ /a, S" i 2,8 l¢.s 73 , 3S 5z,9 73,E 10.1 /04:6 STREET.... CAPACITIES 111CSL ENGINEERING, INC. I CIVIL ENGINEERING • SURVEYING • LAND PLANNING TO T.C. FU (-.- STREET /46-ML0G1C. AVE. FT.2 P-=-45-.33 FT.(r :337) n-c=0.01 S- 1.486 % AR 720. /13 TO CROWNA +Az FT.2. OA) STREET TO WV) ru LA.- STREET K I ; AzE---4 28 51, FT P H 69,33 .":17.:(r k.,4/ 0,11-- 0.0 I B • 1 30 5.3 (i0 K S=.00C S= .01+5 S= .01S- S=,-, cr2.0 S= S=- / Zo. 4-3 so./ -72.0 g b .2 /0/,9 176.,SS I2.0 17.-7 ZI. 6, Z 0 13o.5,-“, 92,3 /3o.5 15-9.1 184,.6, STREET CAPACITIES 748-25 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1226 Analysis prepared by: CSL ENGINEERING, INC. 11651 STERLING AVENUE, SUITE "E" RIVERSIDE, CA 92503 TELEPHONE: (951) 785-5122 FAX: (951) 785-5180 ************************** DESCRIPTION OF STUDY ************************** * 25-YEAR HYDROLOGY STUDY FOR DEVELOPED CONDITION * TRACT 16243 - FONTANA * FILE: 748-25 ************************************************************************** FILE NAME: 748-25.DAT TIME/DATE OF STUDY: 11:57 12/13/2006 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.010 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.510 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1853 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ******************************************************************.********** FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 795.00 ELEVATION. DATA: UPSTREAM(FEET) = 18.40 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.983 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.725 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 10.50 Page 1 LAND USE RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 748-25 GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) A 4.50 0.98 0.60 32 14.98 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.60 8.67 4.50 PEAK FLOW RATE(CFS) = 8.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) _ 4.50 4.50 0.98 8 67 TC(MIN.) = 14.98 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Ap = 0.60 END OF RATIONAL METHOD ANALYSIS El Page 2 748-100 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1226 Analysis prepared by: CSL ENGINEERING, INC. 11651 STERLING AVENUE, SUITE "E" RIVERSIDE, CA 92503 TELEPHONE: (951) 785-5122 FAX: (951) 785-5180 ************************** DESCRIPTION OF STUDY ************************** * 100-YEAR HYDROLOGY STUDY FOR DEVELOPED CONDITION * TRACT 16243 - FONTANA * FILE: 748-100 ************************************************************************** FILE NAME: 748-100.DAT TIME/DATE OF STUDY: 12:00 12/13/2006 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.010 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.510 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.5100 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 795.00 ELEVATION DATA: UPSTREAM(FEET) = 18.40 DOWNSTREAM(FEET) = 10.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.983 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.471 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 LAND USE RESIDENTIAL -"3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 748-100 GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) A 4.50 0.98 0.60 32 14.98 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.60 11.69 4.50 PEAK FLOW RATE(CFS) = 11.69 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) = 4.50 4.50 = 0.98 11.69 TC(MIN.) = 14.98 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Ap = 0.60 END OF RATIONAL METHOD ANALYSIS Page 2 1 TCT 16210 i 1 1 1 1 1 1 I (FOR REFERENCE ONLY) HYDROLOGY HYD ULIC CALCULATI I NS Ti GT /c 210 DISCUSSION A quick catch basin calculation showed that the two existing 14' catch basins (L1 & L2) cannot pickup the Q100 flows of 51.4 cfs (combined) in the ultimate condition of development for the properties that are tributary to them. Therefore, additional catch basins (L3 & L4) are required upstream of the two existing catch basins to intercept the flows. The Hydrology Map on page 31 shows that the rate of grade on 'Hemlock to the existing catch basins is a minimum of 1.8% ± just north of the two existing catch basins. The Street Capacity Calculation on page 8 show that the full street section. can handle 96.65 cfs curb to curb. This concludes that the Q100 flows coming from Tract 16210 can easily be conveyed by the street section of Hemlock to the intersection of Walnut, and that the additional catch basins can be constructed just upstream of the two existing basins. The catch basin calculation for the additional catch basins (L3 & L4) show that a pair of 28' wide basin will intercept 76% of the ultimate developed flows on Hemlock. The catch basin calculation for the two existing catch basins (L1 & L2) show that they will intercept all but 1.0 cfs of the carryover flows. This 1.0 cfs carryover flow (0.5 cfs on each side of the street) is very small and should not pose any problems to the downstream properties, which should allow the City to accept the design. The two 5 ± acre sites south of Tract 16210 will generate 25.5 cfs in their developed condition, while Tract 16210 will generate 25.3 cfs in its developed condition. Since these two southerly sites generate about half of the totall flows of 51.4 cfs the responsibility for constructing the two additional catch basins should be split 50/50. However, the developer of Tract 16210 will at this time install both basins, as well as reconstruct Lateral "Ll" to replace it with a 24" pipe so that the street will not need to be torn up after the final AC lift is put in on Hemlock. The next item of discussion should be the capacity of the two existing storm drain pipes at Hemlock and Walnut. The following pages contain hydraulic calculations that show that the two existing storm drain pipes (Ll & L2) from the two existing catch basins can handle the Q100, except that Lateral L1 will require an capsizing of the existing 18" storm drain. Therefore, it is this engineer's conclusion that the construction of the two additional catch basins and the upsizing of the 18" storm drain pipe in Hemlock Avenue will satisfy the City's concern for the drainage to the downstream properties. Also, it is expected that the City will allow the additional flows to be discharged into the existing 72" storm drain at Walnut and Hemlock. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 11651 STERLING AVENUE, SUITE "E" RIVERSIDE CA 92503 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDROLOGY STUDY FOR DEVELOPED CONDITION * TRACT 16210 - FONTANA * FILE: 590D25 ************************************************************************** FILE NAME: 590D25.DAT TIME/DATE OF STUDY: 13:16 2/28/2003 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* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.020 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1990 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 28.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 39.10 DOWNSTREAM ELEVATION(FEET) = 33.20 ELEVATION DIFFERENCE(FEET) = 5.90 TC(MIN.) = .304*[( 480.00** 3.00)/( 5.90)]** .20 = '8.659 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.831 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = .60 PEAK FLOW RATE(CFS) = 2.02 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K* [ (LENGTH** 3-!L00) / (ELEVATION CHANGE) ] ** 20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 575.00 UPSTREAM ELEVATION(FEET) = 39.10 DOWNSTREAM ELEVATION(FEET) = 33.30 ELEVATION DIFFERENCE(FEET) = 5.80 TC(MIN.) = .412*[( 575.00** 3.00)/.( 5.80)]** .20 = 13.122 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.985 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 4.97 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 4 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE« «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 33.30 DOWNSTREAM NODE ELEVATION(FEET) = 29.60 FLOW LENGTH(FEET) = 149.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.97 TRAVEL TIME(MIN.) _ .31 TC(MIN.) = 13.44 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 > »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL ]NTENSITY(INCH/HOUR) = 2.943 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA MOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .51 EFFECTIVE AREA(ACRES) = 2.50 AVERAGED Fm(INCH/HR) = .543 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 5.40 TC(MIN) = 13.44 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 29.60 DOWNSTREAM ELEVATION(FEET.) = 23.50 STREET LENGTH(FEET) = 305.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.53 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.71 AVERAGE FLOWIVELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 14.79 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.778 SOIL CLASSIFICATIONIIS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .6790 SUBAREA AREA(ACRES) 1.20 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 3.70 AVERAGED Fm(INCH/HR) = .59 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.79 RAINFALL INTENSITY(INCH/HR) = 2.78 AVERAGED Fm(INCH/HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 3.70 TOTAL STREAM AREA(AdRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 29.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 UPSTREAM ELEVATION(FEET) = 42.00 DOWNSTREAM ELEVATION(FEET) =. 25.60 ELEVATION DIFFERENCE(FEET) = 16.40 TC(MIN.) = .412*[( 975.00** 3.00)/( 16.40)]** .20 = 14.633 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 8.57 • TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 8.57 *************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 20.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 25.60 DOWNSTREAM ELEVATION(FEET) = 23.50 STREET LENGTH(FEET) = 255.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .093 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.58 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57 PRODUCT OF D PTH&VELOCITY = 1 04 STREET FLOW TRAVEL TIME(MIN.) 1.65 TC(MIN.) = 16.29 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.622 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DAELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 6.50 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 11.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.09 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES UdED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATI.O_IIN(MIN.) = 16.29 RAINFALL INTENSITY(INCH/HR) = 2.62 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 6.50 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) IAT CONFLUENCE = 11.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 18.96 14.79 .584 9.60 2 18.71 16.29 .584 10.20 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) EFFECTIVE AREA(ACRES ESTIMATES ARE AS FOLLOWS: 18.96 Tc(MIN.) = 14.794 = 9.60 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 10.20 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FiEET) = 23.50 DOWNSTREAM ELEVATION(FEET) = 20.80 STREET LENGTH(FEET) 1= 135.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN O CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSIISFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.08 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY = 2 45 STREET FLOW TRAVEL TIME(MIN.) = .48 TC(MIN.) = 15.27 25 YEAR RAINFALL`INTENSITY(INCH/HOUR) = 2.725 .SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .24 EFFECTIVE AREA(ACRES) = 9.70 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) _ • 18.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.76 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.725 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 10 20 AVERAGED Fm(INCH/HR) = .555 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 19.93 TC(MIN) = 15.27 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6 » »>COMPUTE STREET rOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1420.80 DOWNSTREAM ELEVATION(FEET) = 1415.30 STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.38 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLIIOOD WIDTH(FEET) = 15.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY = 1.78 STREET FLOW TRAVEL TiIME(MIN.) = 1.01 TC(MIN.) = 16.28 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA DOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) I= .40 SUBAREA RUNOFF(CFS) = .91 EFFECTIVE AREA(ACRES) = 10.60 AVERAGED Fm(INCH/HR) = .54 TOTAL AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) = 19.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.74 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 9.55 EFFECTIVE AREA(ACRES) = 15.80 AVERAGED Fm(INCH/HR) = .553 TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 29.45 TC(MIN) = 16.28 ***********************************.***************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6 1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1415.30 DOWNSTREAM ELEVATION(FEET) = 1409.50 STREET LENGTH(FEET) = 290.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 30.00 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.53 PRODUCT OF DEPTH&VELOCITY = 2 18 STREET FLOW TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 17.34 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.525 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA MOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.09 EFFECTIVE AREA(ACRES) = 16.30 AVERAGED Fm(INCH/HR) = .54 TOTAL AREA(ACRES) = 16.90 PEAK FLOW RATE(CFS) = 29.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.84 FLOW VELOCITY(FEET/SEC.) = 4.45 DEPTH*VELOCITY = 2.14 ************************.**************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.525 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = . 8.57 EFFECTIVE AREA(ACRE ) = 21.20 AVERAGED Fm(INCH/HR) = .549 TOTAL AREA(ACRES) = 21.80 PEAK FLOW RATE(CFS) = 37.72 TC(MIN) = 17.34 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL I UPSTREAM ELEVATION(FEET) = 1409 STREET LENGTH(FEET) = 700.00 STREET HALFWIDTH(FE.T) = 22.00 TIME THRU SUBAREA« «< • .50 DOWNSTREAM ELEVATION(FEET) = 1395.40 CURB HEIGTH(INCHES) = 8. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 20.50 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 38.82 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81 PRODUCT OF DEPTH&VELOCITY = 2 50 STREET FLOW TRAVEL TIME(MIN.) = 2.42 TC(MIN.) = 19.77 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.334 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 22.30 AVERAGED Fm(INCH/HR) TOTAL AREA(ACRES) = 22.90 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.76 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY = 2.42 • 2.22 • .53 37.72 END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) _ PEAK FLOW RATE(CFS) _ *** PEAK FLOW RATE TABLE Q(CFS) TC(MN.) 1• 37.72 19.77 2 36.28 21.41 22.90 22.30 37.72 TC(MIN.) = 19.77 AVERAGED Fm(INCH/HR)= *** Fm(INCH/HR) .526 .528 Ae(ACRES) 22.30 22.90 .53 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 11651 STERLING AVENUE, SUITE "E" RIVERSIDE CA 92503 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDROLOGY STUDY FOR DEVELOPED CONDITION * TRACT 16210 - FONTANA * FILE: 590D100 ************************************************************************** FILE NAME: 590D100.DAT TIME/DATE OF STUDY: 13:36 2/28/2003 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 = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5300 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 28.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<, DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 39.10 DOWNSTREAM ELEVATION(FEET) = 33.20 ELEVATION DIFFERENCE(FEET) = 5.90 TC(MIN.) = .304*[( 480.00** 3.00)/( 5.90)]** .20 = 8.659 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.888 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) 2.59 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.59 ********************** ****************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 .07 INITIAL SUBAREA FLOO-LENGTH(FEET) = 575.00 UPSTREAM ELEVATION(FEET) = 39.10 DOWNSTREAM ELEVATION(FEET) = 33.30 ELEVATION DIFFERENCE(FEET) = 5.80 TC(MIN.) = .412*[(II 575.00** 3.00)/( 5.80)]** .20 = 13.122 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.809 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 6.68 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 4 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 33.30 DOWNSTREAM NODE ELEVATION(FEET) = 29.60 FLOW LENGTH(FEET) = 149.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.68 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 13.41 *************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 • » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.759 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .66 EFFECTIVE AREA(ACRES) = 2 50 AVERAGED Fm(INCH/HR) = .543 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.24 TC(MIN) = 13.41 *********************1!****************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 29.60 DOWNSTREAM ELEVATION(FEET) = 23.50 STREET LENGTH(FEET) = 305.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODELIRESULTS: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.63 8.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF D PTH&VELOCITY = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 14.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.554 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .6790 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.11 EFFECTIVE AREA(ACRES) = 3.70 AVERAGED Fm(INCH/HR) = .59 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.72 ********************** ****************************************************** FLOW PROCESS FROM N9DE 20.00 TO NODE 20.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «.< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 3.55 AVERAGED Fm(INCH/HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 3.70 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.88 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 29.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 UPSTREAM ELEVATION(FEET) = 42.00 DOWNSTREAM ELEVATION(FEET) = 25.60 ELEVATION DIFFERENCE(FEET) = 16.40 TC(MIN.) = .412*[( 975.00** 3.00)/( 16.40)]** .20 = 14.633 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.568 SOIL CLASSIFICATION IS."A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 11.55 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 11.55 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 20.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 25.60 DOWNSTREAM ELEVATION(FEET) = 23.50 STREET LENGTH(FEET) = 255.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN,TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .093 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.30 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FIIOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF D PTH&VELOCITY = 1 17 STREET FLOW TRAVEL tIME(MIN.) = 1.64 TC(MIN.) = 16.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 SOIL CLASSIFICATIONIIS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.48 EFFECTIVE AREA(ACRE ) = 6.50 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 16.18, END OF SUBAREA STRE T FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY = 1.27 ********************** FLOW PROCESS FROM N ******************************.************************ DE 20.00 TO NODE 20.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< « « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.27 RAINFALL INTENSITY(INCH/HR) = 3.35 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 6.50 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA TSED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 25.61 14.73 .584 9.58 2 25.37 16.27 .584 10.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.61 Tc(MIN.) = 14.726 EFFECTIVE AREA(ACRES) = 9.58 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 10.20 **********************1****************************************************** FLOW PROCESS FROM NO E 20.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 23.50 DOWNSTREAM ELEVATION(FEET) = 20.80 STREET LENGTH(FEET) = 135.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 25.77 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .56 FLOOD WIDTH(FEET) = 22.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.10 SPLIT DEPTH(FEET) = .19 SPLIT FLOOD WIDTH(FEET) = 1.94 SPLIT VELOCITY(FEET/SEC.) = 1.91 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .56. HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.10 PRODUCT OF DEPTH&VELOCITY = 2.87 STREET FLOW TRAVEL TIME(MIN.) = .44 TC(MIN.) = 15.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.492 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) = .31 EFFECTIVE AREA(ACRES) = 9.68 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 25.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.) = 5.10 DEPTH*VELOCITY = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.492 SOIL CLASSIFICATION 1IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) = 10 18 AVERAGED Fm(INCH/HR) = .555 TOTAL AREA(ACRES) = I 10.80 PEAK FLOW RATE(CFS) = 26.91 TC(MIN) = 15.17 **********************1****************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1420.80 DOWNSTREAM ELEVATION(FEET) = 1415.30 STREET LENGTH(FEET) 1 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 27.50 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY = 2 08 STREET FLOW TRAVEL TIME(MIN.) = .93 TC(MIN.) = 16.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.369 SOIL CLASSIFICATION1IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 10.58 AVERAGED Fm(INCH/HR) _ .54 TOTAL AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) = 26.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.55 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.369 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 13.04 EFFECTIVE AREA(ACRES) = 15.78 AVERAGED Fm(INCH/HR) = .552 TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 40.00 TC(MIN) = 16.10 1 *************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6 i » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1415.30 DOWNSTREAM ELEVATION(FEET) = 1409.50 STREET LENGTH(FEET) = 290.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 . INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSjFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.71 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 20 40 AVERAGE FLOW kELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY = 2.52 STREET FLOW TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 17.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.247 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES TOTAL AREA(ACRES) = _ .50 SUBAREA RUNOFF(CFS) = 1.42 = 16.28 AVERAGED Fm(INCH/HR) = .54 16.90 PEAK FLOW RATE(CFS) = 40.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.76 FLOW VELOCITY(FEET/SEC.) = 4.96 DEPTH*VELOCITY = 2.57 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.247 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 11.75 EFFECTIVE AREA(ACRES) = 21.18 AVERAGED Fm(INCH/HR) = .549 TOTAL AREA(ACRES) = 21.80 PEAK FLOW RATE(CFS) = 51.44 TC(MIN) = 17.12 **************************************************************************** FLOW PROCESS FROM NODE •40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME•THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1409.50 DOWNSTREAM ELEVATION(FEET) = 1395.40 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .090 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 52.88 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) .57 HALFSTREET F OOD WIDTH(FEET) = 22.00 AVERAGE FLOW�VELOCITY(FEET/SEC.) = 5.10 PRODUCT OF DEPTH&VELOCITY = 2.92 STREET FLOW TRAVEL TIME(MIN.) = 2.29 TC(MIN.) = 19.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.89 EFFECTIVE AREA(ACRES) = 22.28 AVERAGED Fm(INCH/HR) = .53 TOTAL AREA(ACRES) = 22.90 PEAK FLOW RATE(CFS) = 51.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.) = 4.96 DEPTH*VELOCITY = 2.84 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 22.90 TC(MIN ) = 19.41 EFFECTIVE AREA(ACRES) = 22.28 AVERAGED Fm(INCH/HR)= .53 PEAK FLOW RATE(CFS) = 51.44 *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MtN.) Fm(INCH/HR) Ae(ACRES) 1 51.44 19.41 .526 22.28 2 49.75 21.01 .528 22.90 END OF RATIONAL METHOD ANALYSIS E 7;:G POT tJ 14 14327 APR x T4. 273-02-,D20. TRADT' 13 /6 wa. 1421.3 1422.2 EGSE-CODgl -196-CFI 1418.3 SOILS ENGINEER: CEOSa8, NC. 24890 JEFFEFSON AVE. klURRIETA. CA 92562 (909) 677-9651 FAX (909) 677-9301 -26 CFI 79. 428.5 x 1455 14332 1424.4 PAD=36. 1 x 064 ASPH x 1436 22125.3 PAD=36.6 ROOQi G "so UT; LSZ .5% r \sROSE . , D: � x 74.54.5 ' ,430.2,I : 5434.5 3 1431.2 BLUE txt SPRUC LANE 0a`" ' 1 x rt \ 2 az4.4 3 ` 4 x o:. -26.5 - MrFz27.2 - PAD=27.5 PAf7=27.8 TRIB TRY 14„ 1422.4 (SOUTH -SIDE IAREA,-- 4.0 AC.) x 422.4 (' u 7424.4 EE iPFSI E ROLOGY'34 rdq?? ,I a2�� D1p �199 CE s26J CFI OWNER / DEVELOPER: NEW WEST PROPERTIES 369 SAN 1NCUEL DRIVE. SUITE 375-A NLRYDNI BEACH. CA 9 660 (949) 640-6420 • FAX, (949) 610-6484 20 .21:Me »-.w.l �. ;L44 DATE BY MARK DATE ENGINEER REVISIONS CITY DESIGNED BY: RAS DRAWN BY: SE CHECKED BY: J,}L fT4 27 ArJ= x 1439.2 ASPH 1427.4 T 8 6=2S.6 RECOMMENDED FOR APPROVAL .5 ____ - .L&7 x 1440.2 �4rt429.5 DATE CHECKED 94 DATE ICr%k5 440 5451 1438.1 f 16 7l PAD=29.3 \. 7424.1 2334E x 1442.1 ASPH 74 „,1 7440.8 ~ roNC P001 f N 57 53 x 744413 1574 75. HYDROLOGY MAP TRACT 16210 DEVELOPED CONDITI0N V 43 r rA�1MLY HOMES x144.5 \ C„ ,r 57 L uNC PREPARED UNDER THE SUPERVISION OF: DATE: HILNAHU A. SUANNI R.C.E. NO. 25917. EXP. DALE: 12/31/05 \ PREPARED BY: CSL ENGINEERING, INC. 11851 STERLING AVENUE. SUITE E RIVERSIDE. CALIFORNIA 92503 (909) 785-5122 • FAX (909) 785-5180 N E SCALE: S= 40' ■ ■ MD 0 20' 40' 80' 120' 160' TRACT 16210 CITY OF FONTANA HYDROLOGY MAP DEVELOPED CONDITION SHEET NO. 1 W 1 SHIS. FILE NO. JN590/590HTD-OEVELdwg/03-05-03 A 90 SOUTH HIGHLAND AVENUE TRACT 16210 BLUE SPRUCE_ TRACTQ, 16078Q %DO it Qz5 ' 8. CATcu 111M1 — — N '— S 111111 MN M M IIIIIII TRACT 15655-19 TRACT 16243 SCHOOL SITE 5xI5T. 72" sTog,' 17RP,tt SCALE: 1„ 2 , pO • • .__ s:4 iNi. 7. 7 i i51,4110d - . .: 6.62 L 30." ft:C..P:{i3Bl=B=f'4D)— )_l- J f LATERAL tO' +00.00 HEMLOCK AVE. 00.00 WALNUT AVE. ULTIMATE R/W R/W )RM DRAIN N N (URE 72" )RM DRAIN EXIST. R/W --- V • -;;• - - - -______ r116-14 if r1'--- 'HYDR.4UL4 35.54. fl" r. FUTURE WALNUT AVENUE \ ` --S00' 1 1'07"W +60.69 CL EXIST. 72" RCP= +00.00 LATERAL "LO" 43' 86' WALNUT AVENUE Cr OArA D--LOAD 74010141C-- =_=.-_=r.=7 _-.=.-_ LIP.7..75912:10.."..t.:,6140,L::- LATERAL 'L1' z 1 0 w 1 TRACT 1E3046 New c.g. (LI) GPI 1'21 II 31 }00....,:_N00'itl"14"E _C/I '3: zs LZ R/W ti 6 EXISTING SCHOOL SITE 23 LATERAL 'L2' N N N N M N EXISTING IMPROVEMENTS vJ c.a,(L Hemlock Avenue Q Zn54,4=25•'7 Given: (a) discharge Q/on = Z • 7 CFS SPtrl T F Low S 5°/To (b) street slope S = O. 0 / 8 0 `/' (p v Eiz06, G E� Solution: 0 b iJ C i C, H FA S! N 5 orJ t.-1 l=. Nl Lo C. K-• J J S T C.B. # NioK'rN- OF e,X 15-11r.►c-, ICI C ATC1-1 KA- S ft-IS IL "4 LI- CURB OPENING (Interception) (c) curb iyp i "A-2" "D" B C.F. (d) half street width = �-z- ft. Q/SV' = Q/L = /( ' 0 I ° ) '/2 = /9 I. 56 Therefore y= L = Z 5-' -1 / ' S .b = $ 8 9 (L for total interception) TRY: Lp= 2 S ft. Lp/L Z (6 / S , 8? a/y=.33/ • 5- •�I .S7 .14' 14_. 0►5 Qp/Q = 7 Qp= ' 7 6 X Z7 = / S CFS (Intercepted) Qc - I `I , S = 6. 2 CFS (Carryover) •m 2 oS' . A 5.14sP >1— P= o , 0 I A/P= �zz$ I< = A. g 713. 1.486 i g q.g9 ti191•s6 GI.D,c5e. 77-/ I S Coor'r,y' V i �� C.B. # L EXIST; CAT H PPc1@ 70 fi 66• on1 HENiLoc.t- 30 -r Now r oI WALOOT 2 CURB OPENING (Interception) Given: (a) discharge Q ao = 'l- CFS f C, 0( Flyor, L. 3 or L 4 Solution: (b) street slope S = 6. 0/ 77 (c) curb type (d) half street width = Q/S I' _ Q /L = L= 6.% /O- 37 "D" B C.F. `/' (A E R AG E) ft. 6. 2 /( • 0 )7 7 ) �' = S Z' ,1? Therefore y= 0, 7 TRY: Lp / 4 ft. L1,/L = / ¢ / / • % a/y = .33/ • 19 Qp/Q = Qp ©• 41X to T = iC'• 7 CFS (Intercepted) Qe= . 2 - % = A • 5 CFS (Carryover) 0. 3`7' = l G 76 / (L for total interception) C Pls c uss r 0rJ QPAC& 4z DEPTH OF FLOW • .0 z .03 .04 .05 .06 .06 .10 .• 1 1 1 ; rI- - .`r t I FOOT .OF == - LENGTH OF CURB OPENING -1 --- INLETS EI� WHENINTERCEPTING '_1— -� r ---- --100 % OF GUTTER FLOW -I- (b) PARTIAL INTER. CEPTION RATIO. FOR INLETS OF. LENGTH LESS THAN L BUREAU OF PUBLIC ROADS I/Yf��li: i 1 ,11111111111PP a/y t fir I/ , !9iT I I I I I: • 0 .i I_ 1 .05 .06 .08 0/ .10 0 31.` .06 .b5 • .04 .01 .6 .5. :4 • CAPACITY OF CURB OPENING INLET; ,.. ..r.i,-r,,.,n I t Ir's rn Ar'1C . MIN MN MN ME Mil IIIIE MINI MINI OM MINI MIN MIMI MN HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING 100 YEAR HYDRAULICS FOR LATERAL "L1" ON HEMLOCK TRACT 16210 - FONTANA FILE: 590L1 PAGE NO 1 IMIN ME EN E NEI ME OM MIN ME MS ON F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 M s- ME O I- r M MI MIN OM E M M M- r F 0 5 1 5 P. WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 3.39 1382.52 1 ELEMENT NO 2 IS A REACH * * 1387.80 PAGE NO 2 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 36.62 1385.87 1 .013 .00 20.00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 43 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 41.80 1386.87 3 2 0 .014 25.6 .0 1386.87 .00 64.00 .00 ELEMENT NO 4 IS A REACH *- * * U/S DATA STATION INVERT SECT N 77.34 1390.42 3 .013 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 77.34 1390.42 3 1390.42 ***************************************************************************** This software prepared for: CSL Engineering ** WARNING NO. 2 ** - *********************************************** WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV RADIUS ANGLE ANG PT MAN.H .00 16.50 .00 0 INV + DC - N ! - I IA M all M N i OM M - - - - M INN F0515P WATER SURFACE PROFILE LISTING 100 YEAR HYDRAULICS FOR LATERAL "L1" ON HEMLOCK TRACT 16210 - FONTANA FILE:'590L1 PAGE 1 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 3.39 1382.52 5.280 1387.800 51.3 10.45 1.696 1389.496 .00 2.316 2.50 .00 .00 0 .0 33.23 .10081 .015642 .52 1.090 .00 36.62 1385.87 2.610 1388.480 51.3 10.45 1.696 1390.176 .00 2.316 2.50 .00 .00 0 .0 JUNCT STR .19305 .00 41.80 1386.67 1.129 1387.999 25.7 18.01 5.037 1393.036 .00 1.488 1.50 .00 .00 0 .0 6.11 .09989 .069647 .43 .990 .00 47.91 1387.48 1.153 1388.634 25.7 17.63 4.825 1393.459 .00 1.488 1.50 .00 .00 0 .0 10.81 .09989 .064695 .70 .990 .00 58.72 1388.56 1.211 1389.771 25.7 16.80 4.381 1394.152 .00 1.488 1.50 .00 .00 0 .0 8.07 .09989 .058797 .47 .990 .00 66.79 1389.37 1.278 1390.644 25.7 16.02 3.986 1394.630 .00 1.488 1.50 .00 .00 0 0 6.19 .09989 .054297 .34 .990 .00 72.98 1389.98 1.358 1391.342 .25.7 15.27 3.621 1394.963 .00 1.488 1.50 .00 .00 0 .0 4.36 .09989 .054003 .24 .990 .00 77.34 1390.42 1.488 1391.908 25.7 14.56 3.292 1395.200 .00 1.488 1.50 .00 .00 0 .0 ASSUME FIFE SERI.o.S C_(3, WOO- = SoFP1T 14e r 13 9 1, 9 Z + 1.Z�3,Z�� = 1395:85 fr-L. EX(S7 i¢1 C.5. = 1395.71 Ig" PIPE Is P% E.QVI3N'i Ft) -(VIE 1:>CVC1.0?ME T or rz+06 A " 1111 EMI N M HIM 11111 all HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING 100 YEAR HYDRAULICS FOR LATERALS "LO", "L1", & "L3" ON HEMLOCK TRACT 16210 - FONTANA (MODIFIED BY REPLACING 18" WITH 24" PIPE) FILE:590L1 N■ NM M N V NM NM 1 all r— U— r r NS In M F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 2.00 CD 3 4 2.00 CD 4 4 2.00 CD 5 4 3.50 -- EN 1 En- M-- r- NS N EN 1 MO-- an FOE 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 3.39 1382.52 1 1387.80 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 36.62 1385.87 1 .013 .00 20.00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 41.80 1386.37 2 3 0 .014 25.6 .0 1386.62 .00 64.00 .00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 77.34 1390.42 2 .013 .00 16.50 .00 0 ELEMENT NO 5 IS A JUNCTION * * * . * * * U/S DATA STATION . INVERT SECT LAT-1 LAT-2 N 43 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 91.34 1390.92 4 5 0 .014 6.2 .0 1390.92 .00 90.00 .00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 99.34 1391.00 4 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 99.34 1391.00 4 1391.00 ***************************************************************************** This software prepared for: CSL Engineering ***************************************************************************** ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC EN MN NS -- M 1--- 1--- N MN 1- r STATION INVERT ELEV L/ELEM S0 3.39 33.23 36.62 JUNCT STR 41.80 6.92 1382.52 .10081 1385.87 .09652 1386.37 .11396 48.72 1387.16 HYDRAULIC JUMP 48.72 1387.16 2.51 .11396 51.23 1387.44 F0515P WATER SURFACE PROFILE LISTING 100 YEAR HYDRAULICS FOR LATERALS "LO", "L1", & "L3" ON HEMLOCK TRACT 16210 - FONTANA (MODIFIED BY REPLACING 18" WITH 24" PIPE) FILE:590L1 DEPTH. OF FLOW W.S. ELEV 5.280 1387.800 2.610 1388.480 4.004 1390.374 3.327 1390.486 .990 1388.149 Q VEL VEL ENERGY HEAD GRD.EL. SF AVE HF 51.3 10.45 1.696 .015642 51.3 10.45 1.696 .016555 25.7 8.18 1.039 .012906 25.7 8.18 1.039 25.7 16.57 4.263 .051771 4.94 .11396 56.17 1388.01 4.08 .11396 60.25 1388.47 3.39 .11396 63.64 1388.86 2.86 .11396 66.50 1389.18 2.39 .11396 68.89 1389.46 2.02 .11396 1.008 1388.452 1.047 1389.055 1.088 1389.560 1.131 1389.990 1.176 1390.360 1.224 1390.681 25.7 16.18 4.067 .047125 25.7 15.43 3.695 .041551 25.7 14.71 3.360 .036669 25.7 14.03 3.056 .032389 25.7 13.37 2.776 .028644 25.7 12.75 2.523 .025374 SUPER CRITICAT HGT/ ELEV DEPTH DIA NORM DEPTH 1389.496 .00 2.316 .52 1390.176 .00 2.316 .09 1391.413 .00 1.779 .09 1391.525 .00 1.779 1392.412 .00 1.779 .13 1392.519 .00 1.779 .23 1392.750 .17 1392.921 .12 1393.046 .09 1393.136 .07 1393.204 .05 BASE/ ID N0. PAGE 1 ZL NO AVBPR PIER ZR 2.50 .00 .00 0 .0 1.090 .00 2.50 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .800 .00 2.00 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .800 .00 .00 1.779 .00 1.779 .00 1.779 .00 1.779 .00 1.779 2.00 .00 .00 0 0 .800 .00 2.00 .00 .00 0 .0 .800 .00 2.00 .00 .00 0 .0 .800 .00 2.00 .00 .00 0 .0 .800 .00 2.00 .00 .00 0 .0 .800 .00 2.00 .00 .00 0 .0 .800 .00 MI E NMI INN 11111 N 1 � F0515P WATER SURFACE PROFILE LISTING 100 YEAR HYDRAULICS FOR LATERALS "LO", "L1", & "L3" ON HEMLOCK TRACT 16210 - FONTANA (MODIFIED BY REPLACING 18" WITH 24" PIPE) FILE:590L1 PAGE 2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ******************xxxxxx**************xxxxxx**************************xxxxxxxxxxxx************xxxxxx********************x*x*x*#*xxx 70.91 1389.69 1.275 1390.962 25.7 12.16 2.295 1393.257 .00 1.779 2.00 .00 .00 0 .0 1.69 .11396 .022515 .04 .800 .00 72.60 1389.88 1.329 1391.209 25.7 11.59 2.087 1393.296 .00 1.779 2.00 .00 .00 0 .0 1.40 .11396 .020021 .03 .800 .00 74.00 1390.04 1.387 1391.426 25.7 11.05 1.897 1393.323 .00 1.779 2.00 .00 .00 0 .0 1.15 .11396 .017849 .02 .800 .00 75.15 1390.17 1.449 1391.619 25.7 10.54 1.724 1393.343 .00 1.779 2.00 .00 .00 0 .0 .91 .11396 .015970 .01 .800 .00 76.06 1390.27 1.517 1391.791 25.7 10.05 1.567 1393.358 .00 1.779 2.00 .00 .00 0 .0 .67 .11396 .014361 .01 .800 .00 76.73 1390.35 1.592 1391.943 25.7 9.58 1.425 1393.368 .00 1.779 2.00 .00 .00 0 .0 .44 .11396 .013011 .01 .800 .00 77.17 1390.40 1.677 1392.078 25.7 9.13 1.295 1393.373 .00 1.779 2.00 .00 .00 0 .0 .17 .11396 .011942 .00 .800 .00 77.34 1390.42 1.779 1392.199 25.7 8.71 1.177 1393.376 .00 1.779 2.00 .00 .00 0 .0 JUNCT STR .03571 .010967 .15 .00 91.34 1390.92 2.479 1393.399 19.5 6.21 .598 1393.997 .00 1.587 2.00 .00 .00 0 .0 8.00 .01000 .007430 .06 1.430 .00 99.34 1391.00 2.459 1393.459 19.5 6.21 .598 1394.057 .00 1.587 2.00 .00 .00 0 .0 llC L - ! `� 3. 4 -1-p € /Lie = f, z /4-v = /, z (, 59 g 179 fig L 3 = i 3 9s, 1- o,7z' RR MIN NMI 1111 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING 100 YEAR HYDRAULICS FOR LATERALS "L2", & "L4" ON HEMLOCK TRACT 16210 - FONTANA FILE: 590L2 PAGE NO 1 NM MN CD 1 4 2.00 CD 2 4 3.50 CD 3 4 2.00 MIN 11111 N NE EN EN F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 1.76 1386.62 1 1390.37 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 35.68 1389.57 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 49.68 1390.17 3 2 0 .014 6.2 .0 1390.17 .00 90.00 .00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 57.68 1390.27 3 .013 .00 .00 .00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 57.68 1390.27 3 1390.27 ***************************************************************************** This software prepared for: CSL Engineering *************-****++*-**-**+ ***--**.*-**.*.***-*.*-*-*-**:*********-***-*-*-**-***-************* ** WARNING NO. 2 ** - WATER SURFACE. ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC INN IIIII EMI E =I - IIIIII E OM In F0515P WATER SURFACE PROFILE LISTING 100 YEAR HYDRAULICS FOR LATERALS "L2", & "L4" ON HEMLOCK TRACT 16210 - FONTANA FILE: 590L2 STATION- INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH L/ELEM SO SF AVE HF NORM DEPTH 1.76 1386.62 3.750 1390.370 25.7 8.18 1.039 1391.409 .00 1.779 12.60 .08697 .012906 .16 .860 14.36 1387.72 2.816 1390.532 25.7 8.18 1.039 1391.571 .00 1.779 HYDRAULIC JUMP 14.36 1387.72 1.114 1388.830 25.7 14.29 3.169 1391.999 .00 1.779 1.68 .08697 .035240 .06 .860 16.04 1387.86 1.131 1388.993 25.7 14.03 3.056 1392.049 .00 1.779 4.27 .08697 .032389 .14 .860 20.31 1388.23 1.176 1389.409 25.7 13.37 2.776 1392.185 .00 1.779 3.50 .08697 .028644 .10 .860 23.81 t388.54 1.224 1T89.T62 25'.7 Y2.75 2.523 1392.285 .00 1.779 2.00 .00 .00 0 .0 2.90 .08697 .025374 .07 .860 .00 26.71 1388.79 1.275 1390.065 25.7 12.16 2.295 1392.360 .00 1.779 2.00 .00 .00 0 .0 2.40 .08697 .022515 .05 .860 .00 29.11 1389.00 1.329 1390.328 25.7 11.59 2.087 1392.415 .00 1.779 2.00 .00 .00 0 .0 1.97 .08697 .020021 .04 .860 .00 31.08 1389.17 1.387 1390.557 25.7 11.05 1.897 1392.454 .00 1.779 2.00 .00 .00 0 .0 1.59 .08697 .017849 .03 .860 .00 32.67 1389.31 1.449 1390.757 25.7 10.54 1.724 1392.481 .00 1.779 2.00 .00 .00 0 .0 1.25 .08697 .015970 .02 .860 .00 33.92 1389.42 1.517 1390.934 25.7 10.05 1.567 1392.501 .00 1.779 2.00 .00 .00 0 .0 .93 .08697 .014361 .01 .860 .00 HGT/ SASE/ DIA ID NO. PAGE 1 ZL NO AVBPR PIER ZR 2.00 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .00 2.00 .00 .00 0 .0 .00 N Mill Ell I � F0515P WATER SURFACE PROFILE LISTING 100 YEAR HYDRAULICS FOR LATERALS "L2", & "L4" ON HEMLOCK TRACT 16210 - FONTANA FILE: 590L2 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV L/ELEM SO ************************************* 34.85 1389.50 1.592 1391.090 .61 .08697 35.46 1389.55 1.677 1391.227 .22 .08697 35.68 1389.57 1.779 1391.349 JUNCT STR .04286 49.68 1390.17 2.379 1392.549 8.00 .01250 57.68 1390.27 2.338 1392.608 *** PAGE 2 Q VEL VEL ENERGY SUPER CRITICAT HGT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA - ID NO. PIER SF AVE HF NORM DEPTH ZR *******************************************************************,t+******************* 25.7 9.58 1.425 1392.515 .00 1.779 2.00 .00 .00 0 .0 .013011 .01 .860 .00 25.7 9.13 1.295 1392.522 .00 1.779 - 2.00 .00 .00 0 .0 .011942 .00 .860 .00 25.7 8.71 1.177 1392.526 .00 1.779 2.00 .00 .00 0 .0 .010967 .15 .00 19.5 6.21 .598 1393.147 .00 1.587 2.00 .00 .00 0 .0 .007430 .06 1.320 .00 19.5 6.21 .598 1393.206 .00 1.587 2.00 .00 .00 0 .0 / 61Z, 61 -- e /P12.61 0.77, Ne = f, z J.f 1J 1 EXIST. CUR (T0 REMAIN (POOL 1CONC G IN TRJACT iSO46-1 -, i10 2 fE/4 -%7 12 J3 7, E OF SL OFF R/ CON 1411.5 x EXIST. CUP.r& GUT (TO REMAIN IN PLACE J 140 Jl I DEN THE Y DRAI Underground Service Alert\ Call: TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE YOU DIG V / 1475.3 1421.4 x MH x 1420.9 , 4iF a4 I Sri I 1 x• ,o l' x I 19 PAD=15.2 ONC €7.00'7414 .l 4. pg 1ao o 1H 1U B r 7409.7 o- B E RETAINI ti+ TR \CT BOU 1407.2 }# - - I I, L 111407. A I x 1407. CV .23 YDR*I_IGY FOR TRACT 16243 1421.5 EXIST. RETAINING/BLOCK WALL (TO REMAIN IN P_ACE) N89'45'07"W PAD B LINE EXISTING STRUCTU (T0 BE REMOVED) 0056% 9i71TF DENSE EES DENSE x 1415.4 kG L=60.11' 1412.8 ACT 1e TRACT BOUNDARY PAD BREAK LINE x 74,156 PA=16.4 OUG PAD LINE (TY. L-52.11'. ROUG PAD LINE (TY'. EXISTING STRUCTURE (TO BE< F Afl 1412.4 I c 1 rri.,1 PAD= _ID D=5.0 BREAK P•l BREAK LINE LIN ,gyp 14114.9 4,z' EXIST! G : 0 x 7409.4 WALL 1410.03 TF 1410.7 120'4088 1414.77i SCALE: 1" = 40' 0 20' 40' 80' 120' 160' x 1413.3 xa.09.5 1422.8 2 L PAD- 6.9 FA L=60 14+00 L=65.1 x 1414.3 F 104' 1409.1 1411 3 1412.03 TF 6Q'74425_ --_ 124' 1415.37 TW 1416.03 TW .23 CEICLIA LUC RO SOLOR10 E L E i\A NTr\R Y Sri-10 JL r\T Trlr L Aiv1JJi JrS x 7420.5 L=28.38' 23.90 x 141.2 PAD=16.5 IIY_4'Q�u . vWALL vil:J74 lI x 1410.3 T. LOTS 6&7 1416.7 x 1410.6 ETAINI 10'_ __ L=39.08' CONC 1425.1 2 aCK BREAK L.INE 741' x. 3' FROM `'CT UNDARY T OF SLOPE xi-114.3 PAD=16.8 x 1413,8 1 q.10 92' 14Q94 1412.03 TF x 1409.6' 64.54' 1417.37 TW, 1412.70 TF T. LOTS 9&10 422. 1423.5 x K WALL AT PROPERTY LINE IN PLACE) TRACT 15666J0 MB 6 6/ 62- )4 BOUNDARY .: 1CK WALL AT PROPERTY LINE 0 REMA N IN PLACE) 1417.9 STEP TFc-4 6" 1409.5 2 20', 1413.37TF TRACT BOUNDARY OWNER / DEVELOPER: NEW WEST PROPERTIES 450 NEWPORT CENTER DRIVE, SUITE 480 NEWP0* FAX: CA 92660 (949) 640-6420(949) 640-9310 SEAL %QROFESS70,y CFO Ra A. s_ co Ex No. 25917 * \Exp. 12/31/07 \G C1CAL\ PREPARED BY: CSL ENGINEERING, INC. 11651 STERLING AVENUE, SUITE E RIVERSIDE, CALIFORNIA 92503 (951) 785-5122 * FAX (951) 785-5180 TRACT 16243 CITY OF FONTANA ONSITE HYDROLOGY MAP SHEET NO. 1 OF 1 SHTS. JN748/12 -13-06/748_ HYDRO.dwg/S:40