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Home My WebLink AboutSierra Lakes Summit Ave Interim Storm DrainSIERRA LAKES FONTANA, CA. Drainage Report for SUMMIT AVENUE INTERIM STORM DRAIN JANUARY 1999 J. N. 826-1163 � TABLE OF CONTENTS SECTION I HYDROLOGY CALCULATIONS a. DISCUSSION I b. WATERSHED BOUNDARY/TOPOGRAPHIC MAP 2 C. 10 YEAR STORM WATERSHED INFORMATION 3-9 d. 10 YEAR STORM UNIT HYDROGRAPH 10-23 e. 100 YEAR STORM WATERSHED INFORMATION 24-35 f. 100 YEAR STORM UNIT HYDROGRAPH 3648 SECTION 2 HYDRAULIC CALCULATIONS a. SUMMIT AVENUE/TRAPEZOIDAL CHANNEL WATER SURFACE ELEVATIONS 49-63 b. TRAPEZOIDAL CHANNEL BULK VOLUME BASED ON 50% Q100 - WATER SURFACE ELEVATIONS 64-78 C. INLET STRUCTURE - ORIFICE CALCULATIONS FOR INLET GRATE/FRAME SIZE REQUIREMENTS 79-80 d. HYDRAULIC GRADE LINE CALCULATIONS FOR PROPOSED 69" RCP 81-83 Project: Sierra Lakes, Fontana Ca. Drainage Report for Summit Avenue Interim storm Drain Date: January 28, 1999 Discussion: The purpose of the drainage study is to make a determination of the amount of storm runoff generated from 470 acres that will be intercepted by a asphalt concrete lined trapezoidal channel located north of the street centerline of Summit Avenue. This storm water will then be conveyed to Sierra Lakes by way of a closed storm drain. Description of Watershed: The watershed is bounded by Sierra Avenue, 1/2 mile along Summit Avenue west of the street centerline intersection of Sierra Avenue and Summit Avenue, and Interstate 15. The enclosed watershed boundary/topographic map shows the limits of the tributary area. Methodology: The County of San Bernardino Hydrology Manual, unit hydrograph, August 1986 was used to determine the 10 year and 100 year storms. Summary: The computed 10 year storm and 100 year storm are 547 cfs and 925 cfs, respectively. `tir.r Stephen Ventura, P.E. @q RCE X2437 Exp. pater.o s Rte° ..�. / c:\msword\sierra.doc i�.try ZO 11711 Date C�) PROJECT: 516AA4 -M-KCS DATE: /2//5/$6 C/r)/OF Fdwr-4M q ENGINEER: ere1 HOV ✓ENrc/RA 1. Enter the design storm return frequency (years) /O 2. Enter catchment lag Oxws) 020 3. Enter the catchment area (acres) 47P 4. ,Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped �— Desert 6. Enter maximum loss rate, Fm (inch/haw) d• �f/ 7. Enter low loss fraction, Y (decimal) O• ¢'¢ 8. Enter watershed area -averaged 5 -minute point rainfall chO 3� (ines) Enter watershed area -averaged 30 -minute point rain- N fall Onc hes)* o. 75 Enter watershed area -averaged 1 -hour point rainfall (inches)* Enter watershed area -averaged 3 -hour point rainfall (inches)* 56 Enter watershed area -averaged 6 -hour point rainfall (ice)* 2.05 Enter watershed area -averaged 24-hour point rainfall (inches)* 3.60 9. Enter 24-hour storm unit interval (minutes) 5 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL Figure E-7 3 _ uico L T4N LI — W I —I— —,— R -30 RIS - T r R5 I — +4W = .ie z ` R2W —RIW 't' RIE — I. — `°w.— R2E „iEr.s I � I +•, j � I �.#' .7 I NEtP[M� , M1 3 a .f I I `�. I j I I • �kT - +- T,-!' i f - -- - - - - .,- - I \ �^ T I IL[R IvaLLer Jtl• •,IIY•M Its_ I I- a s• 'I I x. rl i rcly • . ul•r ! L'.rm\— -'-L — 7 I—. /• —• �J T �i — �� R. 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C • TON :.z _ -,_ �'i 'i — - - T �Js • Y� REDLANDS w.w ►' I' \ - l Lo fl �• St_ �_ _, a. .w w 1 �_ N• � R►F'D° 1 ` o:. l was. _ _ _ .1.1 _� - � 1r 0� • s I ryao . - - ,,.y.. ^ _ CIILtfY011[ -h. * - \ LR fl �„• • 'uhuft • 1 • MYN TM ROVIEN - • • _ ; " ,\ FOS T da CHINO •.,, A' + — ',tee '� -T — --• - -�•�-� — r I — - - — — - '• -- �` 't- -� — — \�, ..N 11LRN • • .. , l i, RIE I R E I' I \�-)• _ i 7 • • ` at ROOK . 7••00 d. ..aP - . • • �✓J_ ._ • - - - •a S -- r- ---r __ ! .otos, •vl • - - - _ '9JO - ••. •..'......• I;�\ )I �N1P—. R4W I R3 R2W \ RI >i�J �,4 - — - - RSW: j , I I • IF MALOOS'NNTRDI`• " • REDUCED DRAWING T3S — — — -- y ••/- • SCALE I"=4 MILES •!; .- I- - I .. �. " •• - %,D= -- - SAN BERNARDINO COUNTY T •.� LEOENDS I •jZ 8W I R7W ••••• R6 HYDROLOGY MANUAL �. SOL NES PRtCIPITAT10N (INCHES) N-11 VALLEY AREA ISOHYETALS Yo - 10 YEAR 1 HOUR M22O ON U"P- WL" RLA2 2. 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Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP Ap(1) A B C D 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 0 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/AC) 0.60 0.58 0.45 0.34 0.28 Residential (10 DU/AC) 0.40 0.39- 0.30 0.22 0.18 Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 Commercial/Industrial 0.10 0.10 0.08 0.06 0.05 NOTES: (1) (2) (3) (4) Recommended a values from Figure C-4 AMC II assumed for all Fm values CN values obtained from Figure C-3 DU/AC=dwelling unit per acre C-16 FA ************************************************************************ **** F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 FILE NAME: SIERRAI.DAT TIME/DATE OF STUDY: 14:24 12/15/1998 ************************************************************************ **** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 »»>UNIT-HYDROGRAPH ANALYSIS ««< 10 YEAR STORM (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 470.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME _ .280 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .410 LOW LOSS FRACTION = .440 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .38 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.05 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.05 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.60 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .950 30 -MINUTE FACTOR = .950 ;0 1 -HOUR FACTOR = .950 3 -HOUR FACTOR = .950 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.762 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.832 160.979 2 12.933 574.143 3 31.459 1053.023 4 51.946 1164.498 5 64.569 717.488 6 72.037 424.511 7 77.043 284.513 8 80.853 216.556 9 83.817 168.531 10 86.254 138.518 11 88.211 111.239 12 89.915 96.839 13 91.350 81.545 14 92.585 70.190 15 93.682 62.353 16 94.627 53.718 17 95.502 49.757 18 96.249 42.434 19 96.827 32.877 20 97.405 32.848 21 97.943 30.565 22 98.207 15.040 23 98.421 12.138 24 98.635 12.145 25 98.848 12.138 26 99.062 12.146 27 99.275 12.138 28 99.489 12.138 29 99.702 12.138 30 99.916 12.138 31 100.000 4.779 -------------- --------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.60 TOTAL SOIL-LOSS(INCHES) = 1.45 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.15 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 56.6151 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 84.3414 ------------------------------------------------------------------------ 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ------------------------------------------------------------------------ TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 ------------------------------------------------------------------------ .083 .0032 .46 Q .167 .0176 2.09 Q - .250 .0527 5.10 Q - .333 .1107 8.42 Q .417 .1829 10.49 Q - .500 .2637 11.73 Q - .583 .3504 12.58 Q .667 .4415 13.23 Q .750 .5362 13.75 Q • .833 .6340 14.19 Q .917 .7342 14.55 Q 1.000 .8367 14.88 Q 1.083 .9411 15.16 VQ 1.167 1.0472 15.41 VQ 1.250 1.1548 15.63 VQ 1.333 1.2639 15.84 VQ 1.417 1.3743 16.03 VQ - 1.500 1.4859 16.21 VQ 1.583 1.5985 16.35 VQ 12 1.667 1.7122 16.50 VQ 1.750 1.8268 16.64 VQ 1.833 1.9421 16.74 VQ 1.917 2.0581 16.83 VQ 2.000 2.1746 16.93 .Q 2.083 2.2918 17.02 Q 2.167 2.4097 17.11 .Q 2.250 2.5282 17.21 Q 2.333 2.6473 17.30 Q 2.417 2.7671 17.40 Q 2.500 2.8876 17.49 Q 2.583 3.0086 17.57 .Q 2.667 3.1300 17.63 Q 2.750 3.2519 17.69 .Q 2.833 3.3742 17.76 Q 2.917 3.4969 17.82 .Q 3.000 3.6201 17.89 Q 3.083 3.7438 17.95 .Q 3.167 3.8679 18.02 .Q 3.250 3.9925 18.09 .Q 3.333 4.1175 18.16 .Q 3.417 4.2431 18.23 .QV 3.500 4.3691 18.29 .QV 3.583 4.4955 18.36 .QV 3.667 4.6225 18.44 QV 3.750 4.7500 18.51 QV - 3.833 4.8779 18.58 QV - 3.917 5.0064 18.65 QV - 4.000 5.1354 18.73 QV 4.083 5.2648 18.80 .QV 19A 4.167 5.3948 18.88 .QV 4.250 5.5254 18.95 .QV 4.333 5.6564 19.03 .QV 4.417 5.7880 19.11 QV 4.500 5.9202 19.19 QV 4.583 6.0529 19.27 .QV 4.667 6.1861 19.35 QV 4.750 6.3199 19.43 QV 4.833 6.4543 19.51 Q V 4.917 6.5893 19.59 .Q V 5.000 6.7248 19.68 Q V 5.083 6.8609 19.76 Q V 5.167 6.9976 19.85 Q V 5.250 7.1349 19.94 .Q V 5.333 7.2729 20.03 .Q V 5.417 7.4114 20.12 Q V 5.500 7.5506 20.21 Q V 5.583 7.6904 20.30 Q V 5.667 7.8308 20.39 .Q V 5.750 7.9719 20.49 Q V 5.833 8.1137 20.58 .Q V 5.917 8.2561 20.68 Q V 6.000 8.3991 20.77 .Q V 6.083 8.5429 20.87 .Q V 6.167 8.6873 20.97 Q V 6.250 8.8325 21.07 .Q V 6.333 8.9783 21.18 Q V 6.417 9.1249 21.28 .Q V 6.500 9.2722 21.39 Q V 6.583 9.4202 21.49 .Q V T. r 6.667 9.5690 21.60 .Q V 6.750 9.7185 21.71 .Q V 6.833 9.8688 21.82 .Q V 6.917 10.0199 21.94 Q V - 7.000 10.1718 22.05 Q V 7.083 10.3244 22.17 .Q V 7.167 10.4779 22.28 .Q V 7.250 10.6322 22.40 Q V 7.333 10.7873 22.52 .Q V 7.417 10.9433 22.65 .Q V 7.500 11.1001 22.77 .Q V 7.583 11.2578 22.90 Q V 7.667 11.4164 23.03 .Q V - 7.750 11.5759 23.16 .Q V 7.833 11.7363 23.29 Q V 7.917 11.8976 23.42 .Q V 8.000 12.0599 23.56 .Q V 8.083 12.2231 23.70 .Q V 8.167 12.3873 23.84 .Q V - 8.250 12.5525 23.98 .Q V 8.333 12.7187 24.13 .Q V 8.417 12.8859 24.28 Q V 8.500 13.0541 24.43 .Q V - - 8.583 13.2234 24.58 .Q V 8.667 13.3938 24.74 Q V - - 8.750 13.5653 24.90 .Q V 8.833 13.7378 25.06 .Q V 8.917 13.9115 25.22 .Q V 9.000 14.0864 25.39 Q V . 9.083 14.2624 25.56 .Q V - 15 9.167 14.4396 25.73 Q V 9.250 14.6180 25.91 Q V 9.333 14.7977 26.09 .Q V . 9.417 14.9786 26.27 .Q V 9.500 15.1608 26.46 Q V • 9.583 15.3443 26.64 .Q V . 9.667 15.5291 26.84 .Q V • 9.750 15.7153 27.04 .Q V - 9.833 15.9029 27.24 .Q V 9.917 16.0919 27.44 Q V 10.000 16.2824 27.65 .Q V . 10.083 16.4743 27.87 .Q V 10.167 16.6677 28.09 Q V 10.250 16.8627 28.31 .Q V . 10.333 17.0592 28.54 .Q V 10.417 17.2573 28.77 Q V 10.500 17.4571 29.01 .Q V 10.583 17.6586 29.25 .Q V . 10.667 17.8617 29.50 Q V 10.750 18.0667 29.76 Q V • 10.833 18.2734 30.02 Q V . 10.917 18.4820 30.28 Q V . 11.000 18.6924 30.56 Q V 11.083 18.9048 30.84 Q V 11.167 19.1192 31.13 Q V. . 11.250 19.3356 31.42 Q V. 11.333 19.5541 31.73 Q V. - 11.417 19.7747 32.03 Q V. - . 11.500 19.9975 32.35 Q V. 11.583 20.2226 32.68 Q V. - /6 11.667 20.4500 33.02 Q V. 11.750 20.6798 33.36 Q V. 11.833 20.9120 33.72 Q V. 11.917 21.1468 34.09 Q V 12.000 21.3842 34.47 Q V 12.083 21.6255 35.04 Q V 12.167 21.8741 36.09 Q V • 12.250 22.1338 37.70 Q V 12.333 22.4055 39.46 Q V • 12.417 22.6860 40.72 Q V 12.500 22.9730 41.67 Q V 12.583 23.2655 42.48 Q .v 12.667 23.5632 43.23 Q V 12.750 23.8658 43.93 Q .V . 12.833 24.1731 44.63 Q .v 12.917 24.4852 45.31 Q v 13.000 24.8020 46.00 Q v • 13.083 25.1236 46.69 Q .v • 13.167 25.4500 47.40 Q V • 13.250 25.7814 48.12 Q V 13.333 26.1178 48.86 Q V • 13.417 26.4595 49.61 Q V • 13.500 26.8067 50.40 Q V 13.583 27.1593 51.20 Q V 13.667 27.5178 52.05 Q V 13.750 27.8822 52.92 Q V 13.833 28.2530 53.83 Q V 13.917 28.6301 54.77 Q V 14.000 29.0142 55.76 Q V . 14.083 29.4023 56.35 Q V . 17 14.167 29.7868 55.84 Q 14.250 30.1589 54.02 Q . 14.333 30.5167 51.95 Q 14.417 30.8692 51.18 Q 14.500 31.2227 51.33 Q • 14.583 31.5803 51.94 Q . 14.667 31.9443 52.85 Q 14.750 32.3162 54.00 Q 14.833 32.6978 55.40 Q 14.917 33.0905 57.02 Q • 15.000 33.4961 58.89 Q 15.083 33.9163 61.02 Q 15.167 34.3534 63.46 Q 15.250 34.8096 66.24 Q 15.333 35.2880 69.47 Q 15.417 35.7988 74.17 Q 15.500 36.3643 82.11 Q • 15.583 37.0110 93.90 Q • 15.667 37.7526 107.68 Q 15.750 38.5745 119.33 Q . 15.833 39.4618 128.83 Q . . 15.917 40.4145 138.35 Q. . 16.000 41.4990 157.46 Q 16.083 43.1262 236.27 16.167 45.7903 386.82 16.250, 49.4615 533.07 16.333 53.2270 [ 546.75 ] 16.417 55.9677 397.94 V . 16.500 57.9829 292.60 16.583 59.5677 230.12 I v v v v V v v v v v v v v V V V V V . V . V. V. Q V .v Q V v Q Q. V Q V . 16.667 60.8768 190.08 Q V 16.750 61.9867 161.16 Q V• 16.833 62.9579 141.01 Q. V- . 16.917 63.8128 124.14 Q V 17.000 64.5868 112.37 Q V 17.083 65.2893 102.00 Q V • 17.167 65.9419 94.76 Q V • 17.250 66.5654 90.54 Q .V 17.333 67.1643 86.96 Q .V . 17.417 67.7408 83.71 Q V • 17.500 68.2853 79.06 Q V • 17.583 68.7947 73.97 Q V 17.667 69.2870 71.48 Q V • 17.750 69.7556 68.04 Q V • 17.833 70.1787 61.42 Q V • 17.917 70.5828 58.69 Q V 18.000 70.9749 56.92 Q V . 18.083 71.3545 55.12 Q V • 18.167 71.7199 53.06 Q V 18.250 72.0682 50.57 Q V 18.333 72.3989 48.02 Q V • 18.417 72.7153 45.94 Q V • 18.500 73.0180 43.96 Q V • 18.583 73.2946 40.16 Q V 18.667 73.5525 37.44 Q V 18.750 73.8021 36.24 Q V - 18.833 74.0442 35.14 Q V 18.917 74.2797 34.20 Q V 19.000 74.5095 33.36 Q V 19.083 74.7340 32.60 Q V 19.167 74.9537 31.90 Q V 19.250 75.1689 31.25 Q V • 19.333 75.3799 30.64 Q V 19.417 75.5869 30.06 Q V 19.500 75.7902 29.52 Q V • 19.583 75.9900 29.00 Q V 19.667 76.1861 28.49 Q V 19.750 76.3790 28.00 .Q V 19.833 76.5687 27.55 Q V • 19.917 76.7555 27.12 Q V . 20.000 76.9394 26.71 .Q V - 20.083 77.1206 26.31 .Q - V • 20.167 77.2991 25.93 Q V 20.250 77.4752 25.56 .Q V • 20.333 77.6488 25.21 Q - V 20.417 77.8200 24.87 .Q V 20.500 77.9890 24.54 Q V 20.583 78.1559 24.22 Q V . 20.667 78.3207 23.93 Q - V 20.750 78.4835 23.64 Q V 20.833 78.6444 23.37 .Q V 20.917 78.8035 23.10 .Q V 21.000 78.9608 22.84 .Q - V 21.083 79.1164 22.59 .Q - V 21.167 79.2703 22.34 Q V 21.250 79.4225 22.11 .Q V - 21.333 79.5732 21.88 Q - V 21.417 79.7223 21.65 .Q - V • 21.500 79.8699 21.43 .Q V 21.583 80.0161 21.22 .Q - - V 20 I 21.667 80.1608 21.02 Q 21.750 80.3041 20.81 .Q 21.833 80.4461 20.62 .Q . 21.917 80.5868 20.43 .Q 22.000 80.7262 20.24 Q 22.083 80.8643 20.06 .Q • 22.167 81.0013 19.88 .Q 22.250 81.1370 19.71 .Q 22.333 81.2716 19.54 .Q • 22.417 81.4050 19.37 .Q • 22.500 81.5373 19.21 .Q • 22.583 81.6685 19.05 .Q 22.667 81.7987 18.90 .Q 22.750 81.9278 18.75 .Q • 22.833 82.0559 18.60 .Q 22.917 82.1830 18.46 Q 23.000 82.3091 18.31 Q V. 23.083 82.4343 18.17 .Q V. 23.166 82.5585 18.04 Q V. 23.250 82.6818 17.90 .Q V. 23.333 82.8042 17.77 .Q V. 23.416 82.9258 17.65 .Q V. 23.500 83.0464 17.52 .Q V. 23.583 83.1662 17.40 .Q V. 23.666 83.2852 17.28 .Q V. 23.750 83.4034 17.16 Q V. 23.833 83.5207 17.04 Q V. 23.916 83.6373 16.93 Q - V. 24.000 83.7531 16.81 .Q V. 24.083 83.8650 16.24 .Q V. 24.166 83.9649 14.51 Q V. 24.250 84.0435 11.42 Q - V. 24.333 84.0989 8.04 Q V. 24.416 84.1399 5.95 Q V. 24.500 84.1723 4.71 Q V. 24.583 84.1990 3.87 Q V. 24.666 84.2212 3.23 Q V. 24.750 84.2400 2.73 Q V. 24.833 84.2559 2.32 Q V. 24.916 84.2696 1.98 Q V. 25.000 84.2813 1.70 Q V. 25.083 84.2913 1.45 Q V. 25.166 84.2998 1.24 Q V. 25.250 84.3071 1.06 Q V. 25.333 84.3133 .90 Q V. 25.416 84.3185 .75 Q V. 25.500 84.3228 .63 Q V. 25.583 84.3265 .53 Q V. 25.666 84.3295 .43 Q V. 25.750 84.3318 .34 Q V. 25.833 84.3339 .30 Q V. 25.916 84.3357 .26 Q V. 26.000 84.3372 .23 Q V. 26.083 84.3385 .19 Q V. 26.166 84.3396 .15 Q V. 26.250 84.3404 .12 Q - V. 26.333 84.3410 .08 Q V. 26.416 84.3413 .05 Q V. 26.500 84.3414 .01 Q V 22 END OF FLOODSCx ROUTING ANALYSIS 23 PROJECT: S/E/CA 04 L ff /SES DATE: C/ 7-y OF PON rig/V1¢ ENGINEER: .STE/�h'EN I/EN 7*1' �9 /2//5196 1. Enter the design storm return frequency (years) /14D 2. Enter catchment lag (hours) 0.2b 3. Enter the catchment area (acres) 47� 4. Enter basef low (cfs/square mile) 5. Enter 5 -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, Fm (inc:/hour) 7. Enter low loss fraction, Y (decimal) 5 8. Enter watershed area -averaged 5 -minute point rainfall (inch)* Enter watershed area -averaged 30 -minute point rain - f all Gnches)* Enter watershed area -averaged 1 -hour point rainfall (inches)* Enter watershed area -averaged 3 -hour point rainfall Z & G (inches)* Enter watershed area -averaged 6 -hour point rainfall 4.50 (inches)* Enter watershed area -averaged 24-hour point rainfall (inches)* // O 9. Enter 24-hour storm unit interval (minutes) 5 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL L,_13Q rpure r--# 24 Le if 7 R8 R7W — r t — + �' I '= — 4 — — T4N " —1 — -i R6W I I R5 I 4W R2W R t W RIE R2E - —j — —i — — -- — I ,� — - — — = T'4N 1.2 ''s► - I _ � � \` jaTP' • .l ... a i o+ .i" •' I �. i � , , r 1 �� f+ . � � � I .-. I I I I i t-- f I- -1 r'- ✓� � ' � � f -.a !'r/ t' "r -'W � r -I .I I ran I++''1. I � I I i I I / Fy Rt' 10tF - �'t - . - f -i - I-- . �•4 /- - - • r • _ 1 1.7 T .- - I I I I folio- - - - ••= I E I I I 1. 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I •� N 0 SDI ' al ..,- N '•` I I I i !`•� I ' oulmtr A , R 1 - " - - r�c'� _ 3 ` /• I I \ ONTANrsr h -! — — — r + — TIS -- --' — - +• • _ �•' -- :• ti .�" .__Zs;�,. .. * •-- _ _ `ff ' '�; '° � - ON TA LQ I- COLTON REDLAND 1. - _ ps -t .• •1 _ - _ ~: ¢ - mit utw _ M JJCH 0 c - .� - -.1f- i \ ^ •� a 4 -- 'r— - , -- i, t•r taY��o.w r + r R I I : I R T 2S a _ L� s: : • nt plot couiq . t.•oo + •11' ERSIDE % to 1 "� I NS► �' M n e, ' R4W R3 R2W •ro` R Yam = I•�2 ►�. —` — FAN DERNAROINO counrrY - T3S — — _ • CON R5 REDUCED DRANI'!NG V'L� AREA ,M ; I ' •' NOWETALS 1 - ;L6 %' '_•__ts -' - - ) - SCALE I" = 4 my ES Yoe -100 YEAR I HOUR '� '•• -- - - - SAN BERNARDINO COUNTY M"MCM UAW_ MDA--MAS2•Mn • — - - - -W-- - -- — -� HYDROLOGY Mu LES rwwmw a I I W t� A Lf am •••'••........................... ( 1.8 1SWOES PRECIPITATION (INCHES) "M .facet ra as Ion �� s on rsffl L, � d I! 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I • -� �.:� 'I � s' � .TIN � —17 T- -t �- .� , � _ � Q - � - ;<. \fir f I •�' I - et -I- I •... ( i + ; !. �Q , n/ I i I a•r ""'R°'I'° 11` \ I i I I f i I I PL"1ND ;j ' PI�OJ CT ,,} 3• , �-- I •, s _ •�'� C I)I Q rl �', I �- .. i r! ! I r _ I I I I i sarrf R I A I1,f -I-, _ +} -- -- ' _ _ _ • •• FONTANA� - 2.S ✓'� ,u, --N► d� / \ TIS - • b� - �. - F j __ -- - I : / '.S _"_' '^� # �- -• - 4-- - f _ _ - - r •ff' '� -- I •�1 L _ r I I TI I RIO 3 S -.,"- _.., i IY- �IS ONTA I I REDLANDS 1 rI I t= �• 1=I I ; I ;• I ; ' I y i. .r,�. , 1 \� s.o ff �. — T - y � ,Jr -i — +� --4 ICHINO f- -.- -= - - -- - z• 1 - - 1- - !i- -I - \1, ..R I.dR.le.o =""'� ` �� yit.0 1E KZL + RIY�Rf10[ / .— • 74•00 17 f d. I ER IDE 3. ; _ i a -j- -+ - -T - - r- ��EA" - - ' • - - --I I- I r •. - 7- .01 T 1 I ” '' I I .•.- ; I i R4 W I R2 W R J �-a ' 4• S<Q IN I SAN OERNAROINO CWM t — t t —I — r-7 '— . — ,.t — --i t- —t — — — r- -t CONTROL 0iSTgrT - - L -1 L.,, ; - �- — I- -� a - �- - -R5W REDUCED DR A G VALLEY AREA _ T3S I — I I I 1.1,-, i I -- I- •- � I SCALE I" � 4 AWIni aoNrcTAu ;r i I — — oW �' `{ - — r- T - I 1 I M I LES X3- 100 YEAR 6 HOUR wm am VAS ma"Nuu s. ws -� —I t� =, c _ ►- -; .�- -+ — -- SAN BERNAR INO COUNTYAMI .. 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Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE Ap(1) A B C D 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/AC) 0.60 0.58 0.45 0.34 0.28 Residential (10 DU/AC) 0.40 0.39- 0.30 0.22 . 0.18 Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 Commercial/Industrial 0.10 0.10 0.08 0.06 0.05 NOTES: (1) (2) (3) (4) Recommended a values from Figure C-4 AMC II assumed for all Fm values CN values obtained from Figure C-3 DU/AC-dwelling unit per acre C-16 3¢ MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 t(( PHONE (909) 948-1311 JOB SHEET NO. CALCULATED BY CHECKED BY DATE -DATE DATE SCALE ************************************************************************ **** F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 FILE NAME: SIERRA.DAT TIME/DATE OF STUDY: 10:22 12/15/1998 ************************************************************************ **** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 »»>UNIT-HYDROGRAPH ANALYSIS<<<<< 100 YEAR STORM (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 470.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME _ .280 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .410 LOW LOSS FRACTION = .250 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 11.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .950 30 -MINUTE FACTOR = .950 1 -HOUR FACTOR = .950 3!e 3 -HOUR FACTOR = .950 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.762 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------------------------------ 1 2.832 160.979 2 12.933 574.143 3 31.459 1053.023 4 51.946 1164.498 5 64.569 717.488 6 72.037 424.511 7 77.043 284.513 8 80.853 216.556 9 83.817 168.531 10 86.254 138.518 11 88.211 111.239 12 89.915 96.839 13 91.350 81.545 14 92.585 70.190 15 93.682 62.353 16 94.627 53.718 17 95.502 49.757 18 96.249 42.434 19 96.827 32.877 20 97.405 32.848 21 97.943 30.565 22 98.207 15.040 23 98.421 12.138 24 98.635 12.145 25 98.848 12.138 26 99.062 12.146 27 99.275 12.138 28 99.489 12.138 29 99.702 12.138 30 99.916 12.138 31 100.000 4.779 TOTAL STORM RAINFALL(INCHES) = 11.00 TOTAL SOIL-LOSS(INCHES) = 2.64 TOTAL EFFECTIVE RAINFALL(INCHES) = 8.36 -.1 a ------------------------------------------------------------------------ 37 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 103.3527 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 327.3114 ------------------------------------------------------------------------ 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ------------------------------------------------------------------------ TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 ------------------------------------------------------------------------ .083 .0205 2.98 Q .167 .1141 13.59 Q .250 .3418 33.07 VQ .333 .7182 54.65 V Q .417 1.1865 68.00 V Q .500 1.7098 75.97 V Q .583 2.2702 81.37 V Q .667 2.8592 85.53 V Q .750 3.4708 88.80 V Q .833 4.1012 91.53 V Q .917 4.7469 93.76 V Q 1.000 5.4062 95.73 V Q 1.083 6.0771 97.42 V Q 1.167 6.7583 98.91 V Q 1.250 7.4487 100.25 V Q 1.333 8.1474 101.44 V Q 1.417 8.8537 102.56 V Q 1.500 9.5668 103.55 V Q 1.583 10.2856 104.36 V Q 1.667 11.0099 105.18 V Q 1.750 11.7396 105.95 V Q 38 1.833 12.4727 106.44 V Q 1.917 13.2088 106.88 V Q 2.000 13.9480 107.33 V Q 2.083 14.6902 107.77 V Q 2.167 15.4355 108.22 V Q 2.250 16.1839 108.67 V Q 2.333 16.9354 109.12 V Q 2.417 17.6901 109.57 V Q 2.500 18.4479 110.03 V Q 2.583 19.2079 110.35 V Q 2.667 19.9695 110.59 V Q 2.750 20.7327 110.83 V Q 2.833 21.4977 111.07 V Q 2.917 22.2643 111.31 V Q 3.000 23.0325 111.55 V Q 3.083 23.8025 111.80 V Q 3.167 24.5741 112.05 VQ 3.250 25.3475 112.30 VQ 3.333 26.1227 112.55 VQ 3.417 26.8995 112.80 VQ 3.500 27.6782 113.06 VQ 3.583 28.4586 113.32 VQ 3.667 29.2408 113.58 VQ 3.750 30.0249 113.84 VQ 3.833 30.8108 114.11 VQ 3.917 31.5985 114.38 VQ 4.000 32.3881 114.65 VQ 4.083 33.1796 114.92 Q 4.167 33.9730 115.20 Q 4.250 34.7683 115.48 Q 39 4.333 35.5655 115.76 Q 4.417 36.3647 116.04 Q 4.500 37.1658 116.33 Q 4.583 37.9690 116.62 Q 4.667 38.7741 116.91 Q 4.750 39.5813 117.20 Q 4.833 40.3905 117.50 Q 4.917 41.2018 117.80 QV 5.000 42.0152 118.10 QV 5.083 42.8307 118.41 QV 5.167 43.6483 118.72 QV 5.250 44.4681 119.03 QV 5.333 45.2900 119.35 QV 5.417 46.1141 119.66 QV 5.500 46.9405 119.99 QV 5.583 47.7691 120.31 QV 5.667 48.6000 120.64 QV 5.750 49.4331 120.97 Q V 5.833 50.2686 121.31 Q V 5.917 51.1064 121.65 Q V 6.000 51.9465 121.99 Q V 6.083 52.7891 122.34 Q V 6.167 53.6340 122.69 Q V 6.250 54.4814 123.04 Q V 6.333 55.3313 123.40 Q V 6.417 56.1837 123.76 Q V 6.500 57.0385 124.13 Q V 6.583 57.8960 124.50 Q V 6.667 58.7560 124.87 Q V 6.750 59.6186 125.25 Q V 6.833 60.4839 125.64 Q V 6.917 61.3518 126.02 Q V 7.000 62.2225 126.42 Q V 7.083 63.0958 126.81 Q V 7.167 63.9720 127.22 Q V 7.250 64.8509 127.62 Q V 7.333 65.7327 128.04 Q V . 7.417 66.6174 128.45 Q V . 7.500 67.5050 128.88 Q V . 7.583 68.3955 129.30 Q V . 7.667 69.2890 129.74 Q V . 7.750 70.1856 130.18 Q V . 7.833 71.0852 130.62 Q V . 7.917 71.9879 131.07 Q V . 8.000 72.8937 131.53 Q V . 8.083 73.8027 131.99 Q V. 8.167 74.7150 132.46 Q V. 8.250 75.6305 132.94 Q V. 8.333 76.5494 133.42 Q V. 8.417 77.4716 133.91 Q V. 8.500 78.3973 134.40 Q V. 8.583 79.3264 134.90 Q V. 8.667 80.2590 135.42 Q V. 8.750 81.1952 135.93 Q V. 8.833 82.1350 136.46 Q V 8.917 83.0784 136.99 Q V 9.000 84.0256 137.53 Q V 9.083 84.9766 138.08 Q V 9.167 85.9314 138.64 Q V 9.250 86.8902 139.21 Q V 41 9.333 87.8529 139.78 Q V 9.417 88.8196 140.37 Q V 9.500 89.7904 140.96 Q V 9.583 90.7653 141.56 Q v 9.667 91.7445 142.18 Q v 9.750 92.7280 142.80 Q v 9.833 93.7159 143.44 Q V 9.917 94.7082 144.08 Q V 10.000 95.7050 144.74 Q V 10.083 96.7065 145.41 Q v 10.167 97.7126 146.09 Q V 10.250 98.7235 146.78 Q V 10.333 99.7393 147.49 Q V 10.417 100.7600 148.21 Q V 10.500 101.7858 148.94 Q V 10.583 102.8166 149.69 Q V 10.667 103.8528 150.45 Q V 10.750 104.8943 151.22 Q V 10.833 105.9412 152.02 Q V 10.917 106.9937 152.82 Q V 11.000 108.0519 153.65 Q V 11.083 109.1159 154.49 Q V 11.167 110.1858 155.35 Q V 11.250 111.2618 156.23 Q V 11.333 112.3439 157.13 Q V 11.417 113.4324 158.04 Q V 11.500 114.5273 158.99 Q V 11.583 115.6288 159.94 Q V 11.667 116.7372 160.93 Q V 11.750 117.8524 161.93 Q V FER 11.833 118.9748 162.97 Q V 11.917 120.1044 164.02 Q V 12.000 121.2415 165.11 Q V 12.083 122.3921 167.07 Q V 12.167 123.5716 171.27 Q V 12.250 124.7976 178.00 Q V 12.333 126.0739 185.33 Q V 12.417 127.3841 190.24 Q V 12.500 128.7175 193.60 Q V 12.583 130.0689 196.22 Q V 12.667 131.4359 198.50 Q V 12.750 132.8170 200.53 Q V 12.833 134.2113 202.45 Q V 12.917 135.6178 204.23 Q V 13.000 137.0364 205.98 Q V 13.083 138.4666 207.67 Q V 13.167 139.9084 209.35 Q V 13.250 141.3616 211.01 Q V 13.333 142.8263 212.68 Q V 13.417 144.3026 214.36 Q V 13.500 145.7907 216.06 Q V 13.583 147.2903 217.75 Q V . 13.667 148.8021 219.51 Q V . 13.750 150.3262 221.30 Q V . 13.833 151.8627 223.09 Q V . 13.917 153.4117 224.92 Q V . 14.000 154.9739 226.83 Q. V . 14.083 156.5374 227.02 Q. V. 14.167 158.0712 222.71 Q V. 14.250 159.5396 213.21 Q V. . 43 14.333 160.9359 202.75 Q V. 14.417 162.2967 197.59 Q V. 14.500 163.6467 196.03 Q V. 14.583 164.9982 196.23 Q V 14.667 166.3582 197.48 Q V 14.750 167.7324 199.54 Q V 14.833 169.1257 202.30 Q V 14.917 170.5423 205.70 Q V 15.000 171.9867 209.73 Q v 15.083 173.4632 214.38 Q V 15.167 174.9768 219.78 Q v 15.250 176.5326 225.90 Q. V 15.333 178.1372 232.99 Q. v 15.417 179.7821 238.83 Q. v 15.500 181.4373 240.33 Q. V 15.583 183.0684 236.84 Q. V 15.667 184.6803 234.05 Q. V 15.750 186.3342 240.15 Q. V 15.833 188.0851 254.22 Q V 15.917 189.9971 277.62 Q V 16.000 192.2055 320.66 Q V 16.083 195.3220 452.52 Q V 16.167 200.0669 688.97 V Q 16.250 206.3438 911.40 V Q 16.333 212.7124 [ 924.731 V Q 16.417 217.4403 686.48 VQ 16.500 221.0253 520.55 Q V 16.583 224.0241 435.42 Q V 16.667 226.7151 390.74 Q V 16.750 229.1564 354.47 Q V 16.833 231.4016 326.01 Q V . 16.917 233.4702 300.36 Q V . 17.000 235.4091 281.53 Q V . 17.083 237.2376 265.49 Q V . 17.167 239.0089 257.20 Q V. 17.250 240.7776 256.82 Q V. 17.333 242.5579 258.50 Q V. 17.417 244.3330 257.75 Q V. 17.500 246.0746 252.87 Q V 17.583 247.7712 246.35 Q. V 17.667 249.4463 243.23 Q. V 17.750 251.0889 238.51 Q. V 17.833 252.6638 228.68 Q. V 17.917 254.2108 224.61 Q v 18.000 255.7417 222.30 Q V 18.083 257.2521 219.31 Q .V 18.167 258.7260 214.01 Q v 18.250 260.1458 206.14 Q V 18.333 261.5067 197.61 Q V 18.417 262.8238 191.25 Q V 18.500 264.1049 186.02 Q V 18.583 265.3343 178.50 Q V 18.667 266.5250 172.88 Q V 18.750 267.6948 169.86 Q V 18.833 268.8455 167.08 Q V 18.917 269.9783 164.49 Q V 19.000 271.0944 162.05 Q V 19.083 272.1949 159.80 Q V 19.167 273.2811 157.71 Q V 19.250 274.3537 155.75 Q V 19.333 275.4138 153.92 Q V 19.417 276.4619 152.18 Q V 19.500 277.4987 150.55 Q V 19.583 278.5245 148.94 Q V 19.667 279.5392 147.34 Q V 19.750 280.5434 145.80 Q V 19.833 281.5378 144.40 Q V 19.917 282.5230 143.05 Q V 20.000 283.4992 141.74 Q V 20.083 284.4667 140.48 Q V 20.167 285.4257 139.25 Q V 20.250 286.3766 138.06 Q V 20.333 287.3194 136.90 Q V 20.417 288.2545 135.78 Q V 20.500 289.1821 134.68 Q V 20.583 290.1026 133.66 Q V 20.667 291.0164 132.69 Q V 20.750 291.9237 131.74 Q V 20.833 292.8247 130.82 Q V 20.917 293.7195 129.92 Q V 21.000 294.6083 129.05 Q V 21.083 295.4912 128.20 Q V 21.167 296.3684 127.37 Q V 21.250 297.2401 126.56 Q V 21.333 298.1063 125.77 Q V 21.417 298.9672 125.00 Q V 21.500 299.8229 124.25 Q V 21.583 300.6736 123.52 Q V 21.667 301.5193 122.80 Q V 21.750 302.3601 122.09 Q V 4& E. i 47 21.833 303.1963 121.41 Q V 21.917 304.0277 120.73 Q V 22.000 304.8547 120.07 Q V 22.083 305.6772 119.43 Q V 22.167 306.4954 118.80 Q V 22.250 307.3093 118.18 Q V 22.333 308.1190 117.57 Q V 22.417 308.9247 116.98 Q V 22.500 309.7263 116.39 Q V 22.583 310.5239 115.82 Q V 22.667 311.3177 115.26 Q V 22.750 312.1077 114.71 Q V 22.833 312.8940 114.16 Q V 22.917 313.6765 113.63 Q V 23.000 314.4555 113.11 Q V 23.083 315.2310 112.60 Q V 23.166 316.0030 112.09 Q V 23.250 316.7715 111.59 Q V 23.333 317.5367 111.11 Q V 23.416 318.2986 110.63 Q V 23.500 319.0573 110.15 Q V 23.583 319.8127 109.69 Q V. 23.666 320.5650 109.23 Q V. 23.750 321.3142 108.78 Q V. 23.833 322.0603 108.34 Q V. 23.916 322.8035 107.91 Q V. 24.000 323.5437 107.48 Q V. 24.083 324.2605 104.08 Q V. 24.166 324.9016 93.08 Q V. 24.250 325.4063 73.28 Q 47 V. 24.333 325.7610 51.50 Q V. 24.416 326.0231 38.06 Q V. 24.500 326.2302 30.07 Q V. 24.583 326.4004 24.70 Q V. 24.666 326.5423 20.61 Q V. 24.750 326.6622 17.42 Q V. 24.833 326.7641 14.79 Q V. 24.916 326.8514 12.68 Q V. 25.000 326.9261 10.84 Q V. 25.083 326.9901 9.29 Q V. 25.166 327.0449 7.96 Q V. 25.250 327.0916 6.78 Q V. 25.333 327.1313 5.76 Q V. 25.416 327.1645 4.82 Q V. 25.500 327.1922 4.02 Q V. 25.583 327.2155 3.40 Q V. 25.666 327.2347 2.78 Q V. 25.750 327.2498 2.20 Q V. 25.833 327.2630 1.92 Q V. 25.916 327.2746 1.68 Q V. 26.000 327.2846 1.45 Q V. 26.083 327.2931 1.22 Q V. 26.166 327.2999 .99 Q V. 26.250 327.3052 .77 Q V. 26.333 327.3089 .54 Q V. 26.416 327.3111 .31 Q V. 26.500 327.3117 .09 Q V END OF FLOODSCx ROUTING ANALYSIS m L 0� _,5;rA 7-101V: �Z7f o0 -e� I D' /h' IOV th A SUMIKI i AVENUE "TS ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 127+00, FILE NAME: 127.RES * * TRAPEZOIDAL CHANNEL * SUMMIT AVE. ************************************************************************** TIME/DATE OF STUDY: 15:43 12/29/1998 -------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 60.80 2 14.00 51.62 3 19.00 51.62 4 29.00 55.18 5 39.00 55.38 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 •........................................................................... SUBCHANNEL FLOW(CFS) = 951.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 80.24 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 11.852 SUBCHANNEL FROUDE NUMBER = 1.323 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 32.18 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.49 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 39.00 55.38 2 71.50 54.74 THIS IS THE ST. SECTION 3 72.92 54.29 FROM ST. CENTERLINE TO 4 73.00 55.26 WALL AT R/W. 5 94.00 55.68 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 50 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 445.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 61.99 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 7.186 SUBCHANNEL FROUDE NUMBER = 1.193 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 55.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 1.13 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1388.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1396.50 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 56.33 WATER SURFACE WILL BE 7.8" ABOVE BOTTOM OF WALL AT R/W (56.33-55.68=.65') NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. 5/ W lD' to' ti ry h _sTA rIoAl : /3d ol- d d N SU/W/W/ r AveNva "TS -- - 0 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 130+00, FILE NAME:130.RES * * TRAPEZOIDAL CHANNEL * SUMMIT AVE. ************************************************************************** TIME/DATE OF STUDY: 16:43 12/29/1998 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 61.70 2 18.72 51.58 3 23.72 51.58 4 33.72 56.38 5 43.72 56.58 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 1170.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 94.56 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 12.374 SUBCHANNEL FROUDE NUMBER = 1.332 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 35.28 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.68 -------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 43.72 56.58 2 76.22 55.94 3 77.64 55.79 4 77.72 56.46 5 98.72 56.88 ' SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 53 ............................................................................ SUBCHANNEL FLOW(CFS) = 218.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 40.31 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.417 SUBCHANNEL FROUDE NUMBER = 1.115 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 55.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .73 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1388.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1388.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 57.14 WATER SURFACE WILL BE 3.12" ABOVE BOTTOM OF WALL. NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. wd �tbc 57- 7 /O/V : /32 t o0 r o' OP P tp/,A/ z SUMMIT AVENUE "rs ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 132+00, FILE NAME: 132.RES * * TRAPEZOIDAL CHANNEL * SUMMIT AVE. ************************************************************************** TIME/DATE OF STUDY: 16:15 12/29/1998 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 61.00 2 15.94 52.38 3 20.94 52.38 4 30.94 57.18 5 40.94 57.38 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 1170.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 94.55 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 12.374 SUBCHANNEL FROUDE NUMBER = 1.332 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 35.28 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.68 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE 14UMBER "X" COORDINATE "Y" COORDINATE 1 40.94 57.38 2 73.44 56.74 3 74.86 56.59 4 74.94 57.26 5 95.94 57.68 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 61- ............................................................................ SUBCHANNEL FLOW(CFS) = 218.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 40.31 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.417 SUBCHANNEL FROUDE NUMBER = 1.115 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 55.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .73 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1388.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1388.32 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 57.94 WATER SURFACE WILL BE 3.12" ABOVE BOTTOM OF WALL NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. 57 ek _57A RON : ¢stao 9 s!2&lW l T •4VENUE "T S ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 145+00, FILE NAME:145.RES * * TRAPEZOIDAL CHANNEL * SUMMIT AVE. ************************************************************************** TIME/DATE OF STUDY: 17: 0 12/29/1998 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 63.40 2 14.55 57.58 3 19.55 57.58 4 29.55 62.38 5 39.55 62.58 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 1228.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 100.34 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 12.238 SUBCHANNEL FROUDE NUMBER = 1.338 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 38.62 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 39.55 62.58 2 72.05 61.94 3 73.47 61.79 4 73.55 62.46 5 94.55 62.88 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 1547 ............................................................................ SUBCHANNEL FLOW(CFS) = 166.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 34.26 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.860 SUBCHANNEL FROUDE NUMBER = 1.085 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 55.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .62 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1388.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1394.52 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 63.03 WATER SURFACE WILL BE 1.8" ABOVE BOTTOM OF WALL. NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. R 14-774-00 suNn171 r AVENUE /'✓TS 7 Del u 3 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------- (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 147+00, FILE NAME: 147.RES * * TRAPEZOIDAL CHANNEL * SUMMIT AVE. ************************************************************************** TIME/DATE OF STUDY: 17:26 12/29/1998 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 65.00 2 16.55 58.38 3 21.55 58.38 4 31.55 63.18 5 41.55 63.38 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ........................................................... SUBCHANNEL FLOW(CFS) = 1228.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 100.34 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 12.238 SUBCHANNEL FROUDE NUMBER = 1.338 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 38.62 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 41.55 63.38 2 74.05 62.74 3 75.47 62.59 4 75.55 63.26 5 96.55 63.68 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 62 ............................................................................ SUBCHANNEL FLOW(CFS) = 166.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 34.26 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.860 SUBCHANNEL FROUDE NUMBER = 1.085 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 55.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .62 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1388.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1394.52 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 63.83 WATER SURFACE WILL BE 1.8" ABOVE BOTTOM OF WALL. NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. &.3 a 'S, I_ ID, , _ 10` i SUMMf r AVENUE "rs * ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 127+00, FILE NAME: 127A.RES * Q=463 cfs, REPRESENTING BULK VOLUME 50o Q 100 * TRAPEZOIDAL CHANNEL ************************************************************************** TIME/DATE OF STUDY: 9:25 1/11/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 60.80 2 14.00 51.62 3 19.00 51.62 4 29.00 55.18 5 39.00 55.38 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 457.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 43.03 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 10.637 SUBCHANNEL FROUDE NUMBER = 1.276 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.95 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.16 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 39.00 55.38 2 71.50 54.74 3 72.92 54.29 4 73.00 55.26 5 94.00 55.68 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 &5 ........................................................................... SUBCHANNEL FLOW(CFS) = 7.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.57 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.201 SUBCHANNEL FROUDE NUMBER = .876 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.21 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 463.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 465.56 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 55.07 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 0G C ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 130+00, FILE NAME: 130A.RES * Q=463 cfs, REPRESENTING BULK VOLUME Q 100 * TRAPEZOIDAL CHANNEL ************************************************************************** TIME/DATE OF STUDY: 9:34 1/11/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 61.70 2 18.72 51.58 3 23.72 51.58 4 33.72 56.38 5 43.72 56.58 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 464.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 42.71 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 10.877 SUBCHANNEL FROUDE NUMBER = 1.278 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.25 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 43.72 56.58 2 76.22 55.94 3 77.64 55.79 4 77.72 56.46 5 98.72 56.88 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 Ia ............................................................................ SUBCHANNEL FLOW(CFS) _ .0 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .00 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) _ .000 SUBCHANNEL FROUDE NUMBER = .000 SUBCHANNEL FLOW TOP-WIDTH(FEET) _ .00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 463.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 464.57 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 55.14 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- Mi k-.�; I W 'LIQ S� l0� IDS h svn7r�iT �V�n�U� � rs _STA7- : 13cle 06 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------- - (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 132+00, FILE NAME: 132A.RES * Q= 463cfs, REPRESENTING BULK VOLUME Q 100 * TRAPEZOIDAL CHANNEL ************************************************************************** TIME/DATE OF STUDY: 9:43 1/11/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 61.00 2 15.94 52.38 3 20.94 52.38 4 30.94 57.18 5 40.94 57.38 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 464.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 42.71 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 10.877 SUBCHANNEL FROUDE NUMBER = 1.278 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.25 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 40.94 57.38 2 73.44 56.74 3 74.86 56.59 4 74.94 57.26 5 95.94 57.68 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 7D •........................................................................... SUBCHANNEL FLOW(CFS) _ .0 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .00 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) _ .000 SUBCHANNEL FROUDE NUMBER = .000 SUBCHANNEL FLOW TOP-WIDTH(FEET) _ .00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 463.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 464.53 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 55.94 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. _STATION : N qa q �,€D �� 11�/�16/1 p 6r SUMMIT AVENUE /✓ T5 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 145+00 , FLIE NAME: 145A.RES * * Q=463 cfs, REPRESENTING BULK VOLUME OF 50o Q 100 * TRAPEZOIDAL CHANNEL ************************************************************************** TIME/DATE OF STUDY: 9: 9 1/11/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 63.40 2 14.55 57.58 3 19.55 57.58 4 29.55 62.38 5 39.55 62.58 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 465.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 43.89 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 10.604 SUBCHANNEL FROUDE NUMBER = 1.282 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.67 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 39.55 62.58 2 72.05 61.94 3 73.47 61.79 4 73.55 62.46 5 94.55 62.88 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 73 .................................................................•.......... SUBCHANNEL FLOW(CFS) _ .0 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .00 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 000 SUBCHANNEL FROUDE NUMBER = .000 SUBCHANNEL FLOW TOP-WIDTH(FEET) _ .00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 463.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 465.43 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 61.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 74 S I_ la' su/wm/ T �4YENUE "TS _sTA7'ld/V : gstaa * ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------------- (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 ************************** DESCRIPTION OF STUDY ************************** * STATION 147+00, FILE NAME: 147A.RES * Q=463 cfs, REPRESENTING BULK VOLUME OF 50o Q 100 * TRAPEZOIDAL CHANNEL ************************************************************************** TIME/DATE OF STUDY: 8:45 1/11/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 65.00 2 16.55 58.38 3 21.55 58.38 4 31.55 63.18 5 41.55 63.38 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 ............................................................................ SUBCHANNEL FLOW(CFS) = 465.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 43.89 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 10.604 SUBCHANNEL FROUDE NUMBER = 1.282 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.67 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 2.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 41.55 63.38 2 74.05 62.74 3 74.47 62.59 4 75.55 63.26 5 96.55 63.68 SUBCHANNEL SLOPE(FEET/FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .014000 740 ........................................................................... SUBCHANNEL FLOW(CFS) _ .0 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .00 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 000 SUBCHANNEL FROUDE NUMBER = .876 SUBCHANNEL FLOW TOP-WIDTH(FEET) _ .00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 463.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 465.43 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 61.80 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 77 _sTA TION: c� 14-771-00 SUM/Yf / % AVENUE "TS MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 PHONE (909) 948-1311 JOB flf/ "S-4 Z- -1 "�S SHEET NO. CALCULATED BY CHECKED BY - DATE -DATE DATE SCALE 2, CIRCULAR STEEL GRATE FOR TRAFFIC PLATE PIPE APPROX. NUMBER SIZE WEIGHT = A-1558-24 24" 90 A-1558-36' 36" 228 A-1558-48 48" 380 Conforms to State Standard 36R. Finish — Galvanized. 35 2 i A -1558 - - -i , 1-ff A-1548 CATCH BASIN GRATE AND FRAME FOR ROLLED GUTTER FOR TRAFFIC PLATE NET FRAME HEIGHT TOTAL APPROX. NUMBER OPENING OVERALL FRAME HEIGHT WEIGHT A-1548 24 x 355/8 35 x 42 4 8'/z 530 Conforms to Various City, County and State Standards. Galvanized or Bituminous Paint. z. i NOTE: "B" Dimension is Length of Bearing Bars. -4E�. A-1580 SCHOOL BOARD TYPE .y CATCH BASIN GRATE AND FRAME NON -TRAFFIC ` PLATE CLEAR GRATE SIZE HEIGHT APPROX SIZE BARS II NUMBER OPENING A x B WEIGHT A-1581 12 x18 113/4 x 20'/2 1'/2 46 3/8 x 1'/z ti A-1583 18 x 24 233/4 x 20'/2 1'/z 90 3/8 x 1'/z - A-1584 18 x 30 293/4 x 20'/z 1'/2 111 3/8 x 1'/z A-1585 24 x 24 233/4 x261/2 1'/2 111 3/8 x 1'/z A-1586 —3 24 x 36 353/4 x 261/2 1'/z 162 3/8x 1'/z Special Sizes Made to Order. Grating Only Furnished When Requested. Finish — Galvanized. z. i NOTE: "B" Dimension is Length of Bearing Bars. -4E�. A-1580 For: MADOLE AND ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107, RANCHO CUCAMONGA, CA. 91730 909-948-1311, FAX 909-948-8464 F0515P CD Vers 4.0 PAGE 1 WATER SURFACE PROFILE LISTING 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 *********** 60.00 15.80 5.013 20.813 547.0 22.77 8.049 28.862 .00 5.599 5.75 .00 .00 0 .0 40.00 .02250 .022056 .88 4.942 .00 100.00 16.70 5.024 21.724 547.0 22.73 8.022 29.746 .00 5.599 5.75 .00 .00 0 .0 39.27 .02241 .022001 .86 4.956 .00 139.27 17.58 5.034 22.614 547.0 22.69 7.996 30.610 .00 5.599 5.75 .00 .00 0 .0 105.39 .02249 .021864 2.30 4.944 .00 244.66 19.95 5.079 25.029 547.0 22.53 7.885 32.915 .00 5.599 5.75 .00 .00 0 .0 15.00 .02333 .021715 .33 4.823 .00 259.66 20.30 5.097 25.397 547.0 22.48 7.844 33.240 .00 5.599 5.75 .00 .00 0 .0 24.92 .02327 .021610 .54 4.831 .00 284.58 20.88 5.128 26.008 547.0 22.37 7.771 33.779 .00 5.599 5.75 .00 .00 0 .0 76.76 .02163 .021533 1.65 5.107 .00 361.34 22.54 5.134 27.674 547.0 22.35 7.758 35.432 .00 5.599 5.75 .00 .00 0 .0 141.39 .02157 .021508 3.04 5.120 .00 502.73 25.59 5.141 30.731 547.0 22.33 7.742 38.473 .00 5.599 5.75 .00 .00 0 .0 300.31 .02184 .021268 6.39 5.060 .00 803.04 32.15 5.311 37.461 547.0 21.83 7.400 44.860 .00 5.599 5.75 .00 .00 0 .0 55.33 .02205 .021011 1.16 5.020 .00 858.37 33.37 5.393 38.763 547.0 21.62 7.260 46.023 .00 5.599 5.75 .00 .00 0 .0 87.41 .02197 .021236 1.86 5.035 .00 945.78 35.29 5.599 40.889 547.0 21.22 6.990 47.879 .00 5.599 5.75 .00 .00 0 .0 15.62 .01918 .022456 .35 5.750 .00 F0515P CD Vers 4.0 PAGE 2 WATER SURFACE PROFILE LISTING 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. C% ►, PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 961.40 35.59 5.750 41.340 547.0 21.07 6.890 48.230 .00 5.599 5.75 .00 .00 0 .0 172.60 .01918 .023849 4.12 5.750 .00 1134.00 38.90 6.946 45.846 547.0 21.07 6.890 52.736 .00 5.599 5.75 .00 .00 0 .0 444.90 .01479 .024277 10.80 5.750 .00 1578.90 45.48 11.167 56.647 547.0 21.07 6.890 63.537 .00 5.599 5.75 .00 .00 0 .0 WALL ENTRANCE .00 1578.90 45.48 11.167 56.647 547.0 21.07 6.890 63.537 .00 5.599 5.75 .00 .00 0 .0 WALL ENTRANCE .00 1578.91 45.48 11.167 56.647 547.0 21.07 6.890 63.537 .00 5.599 5.75 .00 .00 0 .0 1 1 CkN 01 �TE/iSf�ifD ,8�/illGL9�Y/ � �� TOJ��t,4Ph�I e . 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