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HomeMy WebLinkAboutTracts 15964 & 15964-1 Calculations CSL ENGINEERING, INC. JN 545 CIVIL ENGINEERING • SURVEYING • LAND PLANNING DETENTION BASIN & HYDROLOGY CALCULATIONS FOR TRACTS 15964 & 15964 -1 440>=ESS /0A, co 0 25917 ? t a - EXPIRES PREPARED BY: 1 2/31 Igo 44° (' 2 .� 1 �C —�t�. /e- o S o i OF C -� RICHARD A. SCIANNI DATE R.C.E. 25917 } gals 11651 Sterling Avenue, Suite E, Riverside, CA 92503 • (909) 785 -5122 • Fax (909) 785 -5180 TABLE OF CONTENTS HYDROLOGY CALCULATIONS 52 PAGES DISCUSSION (1) SOILS GROUP MAP (2) TABLE C.2, Fm VALUES (3) SECTION D.4, INTENSITY- DURATION CURVES (4) 100 YEAR HYDROL. FOR MILLER BASIN (EXIST. COND.) (5-10) 25 YEAR HYDROL. FOR MILLER BASIN (EXIST. COND.) (11-16) 10 YEAR HYDROL. FOR MILLER BASIN (EXIST. COND.)_(17 -22) 2 YEAR HYDROL. FOR MILLER BASIN (EXIST. COND.)_(23 -28) 100 YEAR HYDROL. FOR MILLER BASIN (DEVEL. COND.)_(29 -34) 25 YEAR HYDROL. FOR MILLER BASIN (DEVEL. COND.)_(35 -40) 10 YEAR HYDROL. FOR MILLER BASIN (DEVEL. COND.)_(41 -46) 2 YEAR HYDROL. FOR MILLER BASIN (DEVEL. COND.)_(47 -52) DETENTION BASIN CALCULATIONS 31 PAGES INTRODUCTION (1) EXHIBIT `A' (2) EXHIBIT B' (3) INFORMATION, CHARTS, AND DATA (4 -8) ISOHYETAL MAPS 2 YEAR -6 HOUR (9) 2 YEAR -24 HOUR (10) 10 YEAR -1 HOUR (11) 100 YEAR -1 HOUR (12) 100 YEAR -6 HOUR (13) 100 YEAR -24 HOUR (14) RAINFALL DEPTH GRAPHS (15 -21) Fm and Y SUMMARY AND CALCULATIONS (22 -31) MILLER DETENTION BASIN CALCULATIONS 65 PAGES SUMMARY OF DATA AND GRAPHS (1 -3) HYDRAULIC CALC'S OF EXISTING OUTLET DRAIN (4 -44) SUMMARY OF FLOW THROUGH CALC'S (45) RESULTS OF STUDY (46) 100, 25, 10, AND 2 YEAR FLOW THROUGH CALC'S (47 -62) SPILLWAY CALCULATIONS (63,64) FINAL BASIN CALCULATION (65) INTERIM DETENTION BASIN CALCULATIONS 15 PAGES SUMMARY OF DATA AND GRAPHS (1 -3) HYDRAULIC CALC'S FOR OUTLET PIPES (4 -7) FLOW THROUGH CALCULATIONS (8 -13) SPILLWAY CALCULATIONS (14,15) HYDROLOGY CALCULATIONS DISCUSSION The soil group used for this report is soil group "A" which is taken from figure C -13 of the S.B.C.F.C.D. Hydrology Manual. There are 2 categories of hydrology studies provided for the purposes of Detention Basin calculations. The first category is for the existing condition, and the second category is for the developed condition. Each category will present the hydrology calculations for the 100, 25, 10, and 2 year storm events. This report uses the residential classification with 5 dwelling units per acre for the developed condition and uses natural cover "grass" classification with a "poor" designation for the existing condition. The following are the studies provided: 1. CATEGORY NO. 1 (EXISTING CONDITION) SEE HYDROLOGY MAP NO. 3 a) 100 year study b) 25 year study c) 10 year study d) 2 year study 2. 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JO: . . t.. 1 ! ;. . f , _ !. ,... .., • - - ,-, - - .... - - . r - - - - - Jp BOUNDARY /,..,...1. ----=-.-.::-.. :_:.:•:. - USG SOIL Gizour A V Sc ALE o 48,000 JP DESIGNATION INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR ® SOUTHWEST—A AREA TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE A(I) 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 (I 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 o � 0.60 0.4 5 0.3 o t A 0r 2 I : e s i d e n � i � l /Ac o. S S ny I N e7:4- • e is TU 7' ) 0.40 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 05E1) ___,,, 0.10 070 0.08 0.06 0.05 NOTES: (1) Recommended a 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 drawing a straight line through the 1 -hour value parallel to the required slope. The slope of the intensity duration curve assumed to, be 0.6 ,;; for watersheds in the southwest •ortion of the Count r 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 (1) 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, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR HYDROLOGY FOR * * MILLER BASIN (EXISTING CONDITION) * * SEE HYDROLOGY MAP NO. 3 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545E100.DAT TIME /DATE OF STUDY: 8:33 7/10/2001 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) = 1.5100 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) = .525 *[( 1000.00 ** 3.00)/( 21.00)) ** .20 = 18.018 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.108 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA RUNOFF(CFS) = 6.80 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< » »>TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.80 FLOW VELOCITY(FEET /SEC.) = 2.67 FLOW DEPTH(FEET) = .71 TRAVEL TIME(MIN.) = 8.48 TC(MIN.) = 26.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.465 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 37.20 SUBAREA RUNOFF(CFS) = 68.82 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .410 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 74.00 TC(MIN) = 26.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 87.45 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.19 PRODUCT OF DEPTH &VELOCITY = 4.17 STREET FLOW TRAVEL TIME(MIN.) = 3.64 TC(MIN.) = 30.14 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.282 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 26.85 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) _ .43 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 94.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 6.32 DEPTH *VELOCITY = 4.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 2.282 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 8.43 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .430 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 102.69 TC(MIN) = 30.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 30.14 RAINFALL INTENSITY(INCH /HR) = 2.28 AVERAGED Fm(INCH /HR) = .43 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.824 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 7 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 32.23 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.24 PRODUCT OF DEPTH &VELOCITY = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 6.68 TC(MIN.) = 19.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.970 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 57.93 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) _ .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 59.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.43 DEPTH *VELOCITY = 3.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 75.08 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.97 PRODUCT OF DEPTH &VELOCITY = 3.80 STREET FLOW TRAVEL TIME(MIN.) = 3.68 TC(MIN.) = 23.11 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.677 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.60 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 83.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20,00 FLOW VELOCITY(FEET /SEC.) = 6.24 DEPTH *VELOCITY = 4.09 c) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.677 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.86 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 93.17 TC(MIN) = 23.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.11 RAINFALL INTENSITY(INCH /HR) = 2.68 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 46.60 AVERAGED LOSS RATE, Fm(INCH /HR) _ .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 63.22 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84 PRODUCT OF DEPTH &VELOCITY = 2.81 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 25.98 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.495 6 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 33.29 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 75.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.04 DEPTH *VELOCITY = 3.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 25.98 RAINFALL INTENSITY(INCH /HR) = 2.50 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.97 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) 1 170.67 30.14 .447 103.30 2 174.65 25.98 .448 94.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 174.65 Tc(MIN.) = 25.977 EFFECTIVE AREA(ACRES) = 94.80 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 25.98 EFFECTIVE AREA(ACRES) = 94.80 AVERAGED Fm(INCH /HR)= .45 PEAK FLOW RATE(CFS) = 174.65 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 170.67 30.14 .447 103.30 2 174.65 25.98 .448 94.80 END OF RATIONAL METHOD ANALYSIS /b ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 25 YEAR HYDROLOGY FOR * * MILLER BASIN (EXISTING CONDITION) * SEE HYDROLOGY MAP NO. 3 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545E25.DAT TIME /DATE OF STUDY: 8:32 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.1900 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) = .525 *[( 1000.00 ** 3.00)/( 21.00)] ** .20 = 18.018 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.449 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » » >TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.14 FLOW VELOCITY(FEET /SEC.) = 2.59 FLOW DEPTH(FEET) _ .63 TRAVEL TIME(MIN.) = 8.74 TC(MIN.) = 26.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.932 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 37.20 SUBAREA RUNOFF(CFS) = 50.95 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .410 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 54.79 TC(MIN) = 26.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 64.44 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.47 PRODUCT OF DEPTH &VELOCITY = 3.37 STREET FLOW TRAVEL TIME(MIN.) = 4.12 TC(MIN.) = 30.87 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.773 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 19.24 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .43 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 68.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.43 DEPTH *VELOCITY = 3.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 1.773 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 6.13 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .430 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 74.44 TC(MIN) = 30.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 30.87 RAINFALL INTENSITY(INCH /HR) = 1.77 AVERAGED Fm(INCH /HR) = .43 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.014 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) _ .70 PEAK FLOW RATE(CFS) = 1.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 �7> SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.00 PRODUCT OF DEPTH &VELOCITY = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 7.08 TC(MIN.) = 19.83 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.312 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 42.59 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 43.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.66 DEPTH *VELOCITY = 2.60 *************************** *** *** * *** * *** ** * *** * * * * ** ***** * * * * * * * * * **** ** *irk FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 55.20 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.40 PRODUCT OF DEPTH &VELOCITY = 3.11 STREET FLOW TRAVEL TIME(MIN.) = 4.08 TC(MIN.) = 23.91 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 22.37 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 60.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.49 DEPTH *VELOCITY = 3.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< �¢ 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.12 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 67.60 TC(MIN) = 23.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.91 RAINFALL INTENSITY(INCH /HR) = 2.07 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 33.80 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 45.62 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.42 PRODUCT OF DEPTH &VELOCITY = 2.24 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 27.13 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.916 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 23.70 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 54.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.64 DEPTH *VELOCITY = 2.52 ( 5') FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 27.13 RAINFALL INTENSITY(INCH /HR) = 1.92 AVERAGED Fm(INCH/HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.23 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) 1 123.30 30.87 .447 103.30 2 126.61 27.13 .448 95.83 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 126.61 Tc(MIN.) = 27.129 EFFECTIVE AREA(ACRES) = 95.83 AVERAGED Fm(INCH/HR) = .45 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 27.13 EFFECTIVE AREA(ACRES) = 95.83 AVERAGED Fm(INCH /HR)= .45 PEAK FLOW RATE(CFS) = 126.61 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 123.30 30.87 .447 103.30 2 126.61 27.13 .448 95.83 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 10 YEAR HYDROLOGY FOR * MILLER BASIN (EXISTING CONDITION) * SEE HYDROLOGY MAP NO. 3 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545E10.DAT TIME /DATE OF STUDY: 8:30 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) = .525 *(( 1000.00 ** 3.00)/( 21.00)] ** .20 = 18.018 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.058 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW« « < /7 » »>TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.15 FLOW VELOCITY(FEET /SEC.) = 2.38 FLOW DEPTH(FEET) = .59 TRAVEL TIME(MIN.) = 9.54 TC(MIN.) = 27.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.595 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA AREA(ACRES) = 37.20 SUBAREA RUNOFF(CFS) = 39.67 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .410 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 42.66 TC(MIN) = 27.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 49.92 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.88 PRODUCT OF DEPTH &VELOCITY = 2.82 STREET FLOW TRAVEL TIME(MIN.) = 4.61 TC(MIN.) = 32.17 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.454 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 14.47 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .43 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 52.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.09 DEPTH *VELOCITY = 2.94 ( ,F ) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.454 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 4.70 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .430 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 56.73 TC(MIN) = 32.17 ************ k******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 32.17 RAINFALL INTENSITY(INCH /HR) = 1.45 AVERAGED Fm(INCH /HR) = .43 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) _ .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 1(1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 7.84 TC(MIN.) = 20.59 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.900 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 32.98 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 34.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.71 FLOW VELOCITY(FEET /SEC.) = 4.24 DEPTH *VELOCITY = 2.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 42.78 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.94 PRODUCT OF DEPTH &VELOCITY = 2.66 STREET FLOW TRAVEL TIME(MIN.) = 4.46 TC(MIN.) = 25.04 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.689 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 17.27 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) _ .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 46.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY = 2.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.689 () SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.42 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 51.76 TC(MIN) = 25.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.04 RAINFALL INTENSITY(INCH /HR) = 1.69 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 25.90 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.79 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 3.73 TC(MIN.) = 28.77 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.554 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 17.71 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 40.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY = 2.06 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 28.77 RAINFALL INTENSITY(INCH /HR) = 1.55 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.66 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 93.61 32.17 .447 103.30 2 96.39 28.77 .448 96.79 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.39 Tc(MIN.) = 28.768 EFFECTIVE AREA(ACRES) = 96.79 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 28.77 EFFECTIVE AREA(ACRES) = 96.79 AVERAGED Fm(INCH /HR)= .45 PEAK FLOW RATE(CFS) = 96.39 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 93.61 32.17 .447 103.30 2 96.39 28.77 .448 96.79 END OF RATIONAL METHOD ANALYSIS '7(3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 2 YEAR HYDROLOGY FOR * * MILLER BASIN (EXISTING CONDITION) * * SEE HYDROLOGY MAP NO. 3 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545E2.DAT TIME /DATE OF STUDY: 8:10 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = .6400 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) _ .525 *[( 1000.00 ** 3.00)/( 21.00)] ** .20 = 18.018 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.317 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 2.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE • 5 » »>COMPUTE TRAPEZOIDAL- CHANNEL FLOW«<« » »>TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.29 FLOW VELOCITY(FEET /SEC.) = 2.08 FLOW DEPTH(FEET) = .47 TRAVEL TIME(MIN.) = 10.91 TC(MIN.) = 28.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = .991 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 37.20 SUBAREA RUNOFF(CFS) = 19.46 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .410 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 20.93 TC(MIN) = 28.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.26 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.83 PRODUCT OF DEPTH &VELOCITY = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 5.87 TC(MIN.) = 34.80 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = .887 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 6.63 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .43 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 23.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 FLOW VELOCITY(FEET /SEC.) = 3.91 DEPTH *VELOCITY = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .887 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 2.15 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .430 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 25.34 TC(MIN) = 34.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 34.80 RAINFALL INTENSITY(INCH /HR) = .89 AVERAGED Fm(INCH /HR) = .43 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) _ .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.621 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = .96 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = .96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THIRD SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 ( 1E SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.48 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.19 PRODUCT OF DEPTH &VELOCITY = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 8.89 TC(MIN.) = 21.64 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.180 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 16.20 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 16.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 FLOW VELOCITY(FEET /SEC.) = 3.77 DEPTH *VELOCITY = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.11 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.07 PRODUCT OF DEPTH &VELOCITY = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 5.40 TC(MIN.) = 27.04 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.032 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 8.40 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) _ .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 21.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 FLOW VELOCITY(FEET /SEC.) = 4.20 DEPTH *VELOCITY = 1.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.032 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) _ .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 24.21 TC(MIN) = 27.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 27.04 RAINFALL INTENSITY(INCH /HR) = 1.03 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 12.10 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.98 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 4.93 TC(MIN.) = 31.97 2 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .934 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 7.73 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 17.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH *VELOCITY = 1.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< 27 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 31.97 RAINFALL INTENSITY(INCH /HR) = .93 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.37 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 40.97 34.80 .447 103.30 2 43.01 31.97 .448 98.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.01 Tc(MIN.) = 31.967 EFFECTIVE AREA(ACRES) = 98.28 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 31.97 EFFECTIVE AREA(ACRES) = 98.28 AVERAGED Fm(INCH /HR)= .45 PEAK FLOW RATE(CFS) = 43.01 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 40.97 34.80 .447 103.30 2 43.01 31.97 .448 98.28 * ** WARNING: AT NODE 20.00, SUBAREA Fp VALUE EXCEEDS CURRENT RAINFALL INTENSITY * ** END OF RATIONAL METHOD ANALYSIS ( P g ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR HYDROLOGY FOR * MILLER BASIN (DEVELOPED CONDITION) * SEE HYDROLOGY MAP NO. 4 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545D100.DAT TIME /DATE OF STUDY: 8:48 7/10/2001 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) = 1.5100 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .389 *[( 875.00 ** 3.00)/( 13.40)] ** .20 = 13.481 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.699 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 14.46 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 14.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< ( UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 1585.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 55.17 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.91 PRODUCT OF DEPTH &VELOCITY = 2.93 STREET FLOW TRAVEL TIME(MIN.) = 5.38 TC(MIN.) = 18.87 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.023 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 35.00 SUBAREA RUNOFF(CFS) = 79.95 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 91.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET /SEC.) = 5.88 DEPTH *VELOCITY = 4.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 108.22 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.57 PRODUCT OF DEPTH &VELOCITY = 4.82 STREET FLOW TRAVEL TIME(MIN.) = 3.43 TC(MIN.) = 22.29 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.735 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 33.62 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 114.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 6.64 DEPTH *VELOCITY = 5.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 2.735 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.46 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .479 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 125.09 TC(MIN) = 22.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 22.29 RAINFALL INTENSITY(INCH /HR) = 2.74 AVERAGED Fm(INCH /HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 125.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.824 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.35 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 31 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 32.23 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.24 PRODUCT OF DEPTH &VELOCITY = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 6.68 TC(MIN.) = 19.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.970 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 57.93 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 59.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.43 DEPTH *VELOCITY = 3.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 75.08 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.97 PRODUCT OF DEPTH &VELOCITY = 3.80 STREET FLOW TRAVEL TIME(MIN.) = 3.68 TC(MIN.) = 23.11 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.677 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.60 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 83.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 6.24 DEPTH *VELOCITY = 4.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.677 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.86 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 93.17 TC(MIN) = 23.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.11 RAINFALL INTENSITY(INCH /HR) = 2.68 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 46.60 AVERAGED LOSS RATE, Fm(INCH/HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 63.22 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84 PRODUCT OF DEPTH &VELOCITY = 2.81 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 25.98 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.495 3 3 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 33.29 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 75.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.04 DEPTH *VELOCITY = 3.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 25.98 RAINFALL INTENSITY(INCH /HR) = 2.50 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.97 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) 1 198.01 22.29 .476 97.38 2 187.76 25.98 .476 103.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 198.01 Tc(MIN.) = 22.291 EFFECTIVE AREA(ACRES) = 97.38 AVERAGED Fm(INCH /HR) = .48 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 22.29 EFFECTIVE AREA(ACRES) = 97.38 AVERAGED Fm(INCH/HR)= .48 PEAK FLOW RATE(CFS) = 198.01 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 198.01 22.29 .476 97.38 2 187.76 25.98 .476 103.30 END OF RATIONAL METHOD ANALYSIS (3W ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 25 YEAR HYDROLOGY FOR * * MILLER BASIN (DEVELOPED CONDITION) * * SEE HYDROLOGY MAP NO. 4 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545D25.DAT TIME /DATE OF STUDY: 8:51 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.1900 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .389 *[( 875.00 ** 3.00)/( 13.40)] ** .20 = 13.481 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.915 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 10.93 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< a UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 1585.00 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) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.59 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 21.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.45 PRODUCT OF DEPTH &VELOCITY = 2.44 STREET FLOW TRAVEL TIME(MIN.) = 5.94 TC(MIN.) = 19.42 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.341 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 35.00 SUBAREA RUNOFF(CFS) = 58.48 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 66.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET /SEC.) = 5.16 DEPTH *VELOCITY = 3.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 78.86 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.91 PRODUCT OF DEPTH &VELOCITY = 3.87 STREET FLOW TRAVEL TIME(MIN.) = 3.81 TC(MIN.) = 23.23 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.103 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 24.17 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 82.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 2 j�o FLOW VELOCITY(FEET /SEC.) = 5.83 DEPTH *VELOCITY = 3.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 2.103 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.62 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH/HR) = .479 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 90.03 TC(MIN) = 23.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 23.23 RAINFALL INTENSITY(INCH /HR) = 2.10 AVERAGED Fm(INCH /HR) _ .48 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.014 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 1.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.00 PRODUCT OF DEPTH &VELOCITY = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 7.08 TC(MIN.) = 19.83 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.312 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 42.59 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 43.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.66 DEPTH *VELOCITY = 2.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 55.20 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.40 PRODUCT OF DEPTH &VELOCITY = 3.11 STREET FLOW TRAVEL TIME(MIN.) = 4.08 TC(MIN.) = 23.91 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 22.37 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) _ .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 60.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.49 DEPTH *VELOCITY = 3.28 1 ) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.12 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 67.60 TC(MIN) = 23.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.91 RAINFALL INTENSITY(INCH /HR) = 2.07 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 33.80 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 45.62 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.42 PRODUCT OF DEPTH &VELOCITY = 2.24 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 27.13 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.916 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 23.70 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 54.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.64 DEPTH *VELOCITY = 2.52 6 13 ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 27.13 RAINFALL INTENSITY(INCH /HR) = 1.92 AVERAGED Fm(INCH /HR) _ .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.23 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) 1 142.47 23.23 .476 97.31 2 133.89 27.13 .476 103.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 142.47 Tc(MIN.) = 23.230 EFFECTIVE AREA(ACRES) = 97.31 AVERAGED Fm(INCH /HR) = .48 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 23.23 EFFECTIVE AREA(ACRES) = 97.31 AVERAGED Fm(INCH /HR)= .48 PEAK FLOW RATE(CFS) = 142.47 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 142.47 23.23 .476 97.31 2 133.89 27.13 .476 103.30 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 10 YEAR HYDROLOGY FOR * * MILLER BASIN (DEVELOPED CONDITION) * * SEE HYDROLOGY MAP NO. 4 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545D10.DAT TIME /DATE OF STUDY: 9: 5 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .389 *[( 875.00 ** 3.00)/( 13.40)] ** .20 = 13.481 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.449 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 8.84 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 8.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « < T) �/ UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) 38.50 STREET LENGTH(FEET) = 1585.00 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) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 32.07 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.23 PRODUCT OF DEPTH &VELOCITY = 2.16 STREET FLOW TRAVEL TIME(MIN.) = 6.25 TC(MIN.) = 19.73 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.949 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 35.00 SUBAREA RUNOFF(CFS) = 46.12 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 52.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET /SEC.) = 4.69 DEPTH *VELOCITY = 2.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 62.07 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.26 PRODUCT OF DEPTH &VELOCITY = 3.24 STREET FLOW TRAVEL TIME(MIN.) = 4.27 TC(MIN.) = 24.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.733 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 18.64 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 63.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.39 DEPTH *VELOCITY = 3.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.733 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.95 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .479 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 69.52 TC(MIN) = 24.00 ***********'********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 24.00 RAINFALL INTENSITY(INCH /HR) = 1.73 AVERAGED Fm(INCH/HR) _ .48 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 7.84 TC(MIN.) = 20.59 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.900 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 32.98 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 34.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 19.71 FLOW VELOCITY(FEET /SEC.) = 4.24 DEPTH *VELOCITY = 2.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 42.78 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ . HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.94 PRODUCT OF DEPTH &VELOCITY = 2.66 STREET FLOW TRAVEL TIME(MIN.) = 4.46 TC(MIN.) = 25.04 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.689 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 17.27 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 46.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY = 2.74 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< l'- / 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.689 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.42 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 51.76 TC(MIN) = 25.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.04 RAINFALL INTENSITY(INCH /HR) = 1.69 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 25.90 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.79 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 3.73 TC(MIN.) = 28.77 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.554 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 17.71 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 40.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY = 2.06 FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 28.77 RAINFALL INTENSITY(INCH /HR) = 1.55 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.66 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) 1 109.03 24.00 .476 96.39 2 100.28 28.77 .476 103.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.03 Tc(MIN.) = 24.001 EFFECTIVE AREA(ACRES) = 96.39 AVERAGED Fm(INCH /HR) = .48 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 24.00 EFFECTIVE AREA(ACRES) = 96.39 AVERAGED Fm(INCH /HR)= .48 PEAK FLOW RATE(CFS) = 109.03 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 109.03 24.00 .476 96.39 2 100.28 28.77 .476 103.30 END OF RATIONAL METHOD ANALYSIS 6i/ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2900 ADAMS STREET RIVERSIDE CA * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 2 YEAR HYDROLOGY FOR * * MILLER BASIN (DEVELOPED CONDITION) * * SEE HYDROLOGY MAP NO. 4 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 545D2.DAT TIME /DATE OF STUDY: 9: 7 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = .6400 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) _ .389 *[( 875.00 ** 3.00)/( 13.40)] ** .20 = 13.481 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.568 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 4.87 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 4.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< IIIIt " UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 1585.00 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) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 16.48 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 7.30 TC(MIN.) = 20.79 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.209 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 35.00 SUBAREA RUNOFF(CFS) = 22.81 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) _ .49 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 26.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 17.84 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY = 1.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 18.10 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 30.30 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.99 PRODUCT OF DEPTH &VELOCITY = 2.04 STREET FLOW TRAVEL TIME(MIN.) = 5.64 TC(MIN.) = 26.43 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.047 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 8.39 EFFECTIVE AREA(ACRES) = 56.60 AVERAGED Fm(INCH /HR) _ .49 TOTAL AREA(ACRES) = 56.60 PEAK FLOW RATE(CFS) = 28.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET /SEC.) = 4.00 DEPTH *VELOCITY = 2.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.047 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = ,4100 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 2.87 EFFECTIVE AREA(ACRES) = 61.60 AVERAGED Fm(INCH /HR) = .479 TOTAL AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) = 31.48 TC(MIN) = 26.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 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.) = 26.43 RAINFALL INTENSITY(INCH /HR) = 1.05 AVERAGED Fm(INCH /HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 61.60 TOTAL STREAM AREA(ACRES) = 61.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.70)] ** .20 = 12.752 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.621 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = .96 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = .96 ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 40.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 019 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.48 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.19 PRODUCT OF DEPTH &VELOCITY = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 8.89 TC(MIN.) = 21.64 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.180 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = ,4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 16.20 EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 16.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 FLOW VELOCITY(FEET /SEC.) = 3.77 DEPTH *VELOCITY = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.11 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.07 PRODUCT OF DEPTH &VELOCITY = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 5.40 TC(MIN.) = 27.04 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.032 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 8.40 EFFECTIVE AREA(ACRES) = 41.60 AVERAGED Fm(INCH /HR) = .45 TOTAL AREA(ACRES) = 41.60 PEAK FLOW RATE(CFS) = 21.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 FLOW VELOCITY(FEET /SEC.) = 4.20 DEPTH *VELOCITY = 1.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 5 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.032 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = ,4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH /HR) = .455 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 24.21 TC(MIN) = 27.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 27.04 RAINFALL INTENSITY(INCH /HR) = 1.03 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 12.10 AVERAGED LOSS RATE, Fm(INCH /HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.98 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 4.93 TC(MIN.) = 31.97 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = .934 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 7.73 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH /HR) = .47 TOTAL AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) = 17.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH *VELOCITY = 1.17 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 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.) = 31.97 RAINFALL INTENSITY(INCH /HR) = .93 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 41.70 TOTAL STREAM AREA(ACRES) = 41.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.37 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 49.34 26.43 .476 96.07 2 42.59 31.97 .476 103.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.34 Tc(MIN.) = 26.426 EFFECTIVE AREA(ACRES) = 96.07 AVERAGED Fm(INCH /HR) _ .48 TOTAL AREA(ACRES) = 103.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 103.30 TC(MIN.) = 26.43 EFFECTIVE AREA(ACRES) = 96.07 AVERAGED Fm(INCH/HR)= .48 PEAK FLOW RATE(CFS) = 49.34 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 49.34 26.43 .476 96.07 2 42.59 31.97 .476 103.30 * ** WARNING: AT NODE 45.00, SUBAREA Fp VALUE EXCEEDS CURRENT RAINFALL INTENSITY * ** END OF RATIONAL METHOD ANALYSIS DETENTION BASIN CALCULATIONS INTRODUCTION PHASE 1 The development of Tracts 15964 -1 and 15964 will occur in two phases of construction. The first phase, which is the easterly portion of the development (Tract 15964 -1), will not utilize an underground storm drain system, but will provide an Interim Detention Basin within lots 18 -28 of future Tract 15964, (See Exhibit `A'). Please note that the hydrology calculations are contained within a separate report for Tracts 15964 and 15964 -1. • The existing undeveloped 100 year flow tributary to the intersection of Sultana Avenue and Rancho Fontana Village Parkway is 78.6 cfs • After development of Tract 15964 -1 and the implementation of the Interim Detention Basin the 100 year flow will be reduced to 513 cfs. This will result in an approximate 35% reduction in the flows reaching Sultana Avenue and Rancho Fontana Village Parkway. PHASE 2 The second and final phase of construction, which is the westerly portion of the development (Tract 15964), will install an underground storm drain system that outlets to the existing Detention Basin at Miller Avenue and Sultana Avenue. This existing Basin will be excavated to enlarge its capacity to handle the developed flows from the entire 103.3 Acres of tributary drainage, (See Exhibit `B'). Please note that the hydrology calculations are contained within a separate report for Tracts 15964 and 15964 -1. • The existing undeveloped 100 year flow tributary to the intersection of Sultana Avenue and Lantern Lane is 78.6 cfs • After development of Tract 15964 with the removal of the Interim Detention Basin and implementation of the new storm drain system in Sultana Avenue, the 100 year flow will be reduced even further to 43.3 cfs. This will result in an approximate 45% reduction in the flows reaching Sultana Avenue and Lantern Lane. • A catch basin will be constructed at the southeast corner of Sultana Avenue and Rancho Fontana Village Parkway. This will pickup nuisance flows coming from Tract 15964, thereby reducing the potential for complaints from downstream homeowners. CONCLUSION Although the full development of Tracts 15964 & 15964 -1 will greatly reduce the amount of 100 year runoff tributary to the existing intersection of Sultana Avenue and Lantern Lane, the City should be aware that the current street design in Lantern Lane can only handle approximately 22 cfs, which assumes 8 cfs will be picked up in the existing drain inlet at the intersection. It may be advisable for the City to consider this current drainage condition as a regional drainage problem. While surface flows have been significantly reduced downstream by the development of these two tracts, there still remains a possible drainage concern for both the City of Fontana and the residents in the vicinity of Sultana Avenue and Lantern Lane. 0 S: \correspondence \545\hydtextl1 EX ist 15 1 T . 1\ 11 — — — — BASELINE ROAD _ ) ,,z, LOT 7, MB -17/2D --00 LOT e, MB - 17/2>-30 A I I TRACT BOUNDARY- 55 1 56 54 53 52 51 50 49 2 I I , JACKSON SEE SHEET S TRACT BOUNDARY \ W � re a P511811 59 60 61 62 3 o D 47 4 W C in 63 46 :D. I . W 81 79 :0 5 w I FUTURE' r z 80 W TRACT 1J`J6�f � " 64 zo 6 ` f a 78 65 5 r 44 U 7 z 83 77 66 z0 vv) 43 w a cnW 8 z _ 84 ! n 76 67 z vi 42 > W v) I U I- 9 av 85 V W 75 68 41 W W ': o- N W '' 86 ix W 7 4 69 40 10 2 O o 87 W v, 73 70 39 11 f' :g eXISY QMO = 78. o i 12 cc c m 88 72 71 \ 38 z / \ / ° �_ 13 S y MEMPHIS DRIVE I I C SEEiSHEET 7 37 0 ( / 14 46 M A X, OA ; 6 sJ 01)1 s-o t, t 28 29 30 31 32 33 34 35 36 15 3 ' II _ 30.'7 _ - 16 TEMPORARY 30 27 26 25 24 23 22 21 20 19 17 B ASIN P C R�15584 H� - - 30' \ 18 __ .. � NN, • RANCHO FONTANA VILLAGE PARK __- 0 IOv = 2. (o EE SH 7 TRACT SEE SHEET 3 : - S /r o BOUNDARY / \ -�. 4F7 7R, l S 9a4_E Loy_, rr' G��' rr�rMEN°� c f,. s r r r.! 66 % of EX, FLow) 0 J e - t.. \- : ___-___4 S u L NJ A "" _ . -IL.-- --- --•••---.---- sA----'" ••• ,.,.. •• •.• _ ..... _ ..... - ----* 4 - 4 .4•8-- -A ---4----A4-■•••-48-4----4--44.4--44=-44-1.----44- --A-- ..... ---- k r. '---- 1..!. 11 1 , zi7 11 FrA0141 ,9 i ' - , _ mo nomoimmal i > i , z 0 ii 37 , P/0.49.6 • P/0.6.0 ,. P/0:94 A .,' . 1 OU•12.5 - - - . r---- --....■....._. k 22 . I f ' ' - - '. . ", ' ! ” NIPM01t - litrE . - ------ fo 52 '.•; . °:i 4 1 - - 83'5-. 5 - 3 - l il 71 ''' ' 7. .a.' ; Pm 7 0 .- 1) .. c . ) ill • P60-57.5 0 P/0•49.1 : . 1 , 85 g. 1 p 82 .5„ , il P/0.54.1 P80.113 -4 24 4 " - V) 1 1 5 03 , • , 0 7 til 11 1 1 IFA.?, 1 ....... 32 il 1 ■•• li i Illimil P it 0 <- - --F. 11 80 ,..... PA0.45 6 : , . . PAD..52.0 o o I a . sm. 11 I P 11 Z.., .,T, 1 4: t - : - • • • , • - v, o +.,• - % )II 79 s A - - - , • . 10. 7 .._, .. '.-- 7 ---' 1UP aL.- IEAr IME .---.42.4.- X Ca . , i 27 .k 3 k 4 Pl019.0 !.. ' - ••••. P.0.4.1.5 . 1.41•48 0 ■ I 1 ' .4 ...i liffi , law 78 li . . : 28 51 29 ik 4 ' 89 1 "6-'"/ P67-52-5 P/0.52 PAD■519 , . , 1 140.56.3 ' p,,,,, , 70 c---• 131 Z - (::: ;•4 '3j ; PA0.45,4 P.0.7.7 .i •Mll _ I t 7 .'" 1 e • VII jr, • . 1133 0 •,,,-% 1 1 iii ___ _ ...____ ,,, _ PI0•41.0 , I li i 1 t -fn. " (PoN - 441Lar4 ''' ' iC ' --....-. er • . 4- 2 . s 1 -''' q '''''r - % 1 0 1101E AL_ Olinirl - . N ' ' '''' .".. . .. , ' - -"."111111 111111111111V "-'' - lipP • i -. If - - 5 W!!! - lir io rillaMIP"M 1111, •- . . 83 p.a..132s4.4,4 . .. ' 11 '1,T•r, - - , 27 28 : r '.-- - 4 %.„,' ,,- ,_.. . _., p/0-0 6 P M .. /.. IF 3 88 k 84 % P" ,-56 . 0 81 . MIIIMIN- P/0-55.3' P/0.57.4 P00-64.0 , 56 1.14 p i ' ...??.. i , -„- _ _ _ _ , - ... c 58 P/046.5 P10.85.9 .. 7. 30 k 0 - . - i i P80•57.11 Ell /I , _ _ ___ _ .... , 77......... t 463 , 59 '- 0 40 ■ - P80.53.4 P80-54.3 ' 1 Ell 31 A t 7; '4.' 2.1 : 79 POO-57A P/0.85.7■1'. If k) M 23 ....... 71 PF0.65.5 op 41 i 4 < .„ = t 53 P.0.66.1 . . Jn " 6 , - - MISM2 ffr til 0 -- C --i ' P.0.85 P80.52.6 o ' , .. , 1 I I i icg 1 1 4 - Ir -•• ,• / a PAD.56.6 P/0■59.8 II 1 3 ,I '''/ 0 " Pg)■53 2 . Mill ... .. 1 „, ' ,, Aps-' • 51 7 : .111 0 ‘s`t . .411 ' ' ' " °-°3- \ PaPso.1 ' 35 s ■ i ...••• 3". t ii 7 5." \' ' t t &,„- ....:,,'' 2 - . . 7 .-*•.: 1 ' 1 iii 50 LI co i '11 L. - - 11 0 11 i ' • . 48 ' ' , 11 PN'464 0 i 5 , r irt _ 37 ' 38 1 PAI)-.5.1.6,: , ' • -?c, r- 41, Ifrir ;e''''' 19 . P/0■55.■ p,,,,,, 1111/1 -a., '. .?; 41 • . ' ill li i t , tti 1 .„0 ',. ...,..■.■.. - - - ' rd' gioit - ii. i - I - Iiitiiilleritar. - . 'Ml•IriiiiMIffiTailre. . -1 VI Mr g 1 ---. ----- ------ ...--- , ..."--.........- --. 1.. - -,•==.- • . MILLER DETENTION BASIN CALCULATIONS This report will base its computation upon the AES software for "small area unit hydrograph model ", and upon the longest time of concentration for the offsite hydrology (developed condition). The time of concentrations for each storm is as follows: 100 year Tc = 22.29 minutes 25 year Tc = 23.23 minutes 10 year Tc = 24.00 minutes 2 year Tc = 26.43 minutes The software program requires the input of the Fm and Y values and also the point rainfall values for each storm event. For detention basins the Flood Control District recommends the use of A.M.C. III. From figure C -3 of the Hydrology Manual the CN value for the natural cover "grass" poor designation is 67, and the CN value for the urban cover "residential" designation is 32. These values correspond to A.M.C. II and need to be converted to A.M.C. III. Using Table C.1 on page C -10 of the Manual yields the CN values for A.M.C. III of 85 for the natural cover for the urban cover. S: \correspondence \545Uiydtest3 of_ INTERIM DETENTION BASIN CALCULATIONS This report will base its computation upon the AES software for "small area unit hydrograph model ", and upon the longest time of concentration for the Tract 15964 -1 hydrology (developed condition). Since this is a temporary basin this report will only analyze the 100 year frequency storm. Therefore, the time of concentration for the 100 year storm is as follows: 100 year Tc = 14.69 minutes The software program requires the input of the Fm and Y values and also the point rainfall values for the storm event. For detention basins the Flood Control District recommends the use of A.M.C. III. From figure C -3 of the Hydrology Manual the CN value for the natural cover "grass" poor designation is 67, and the CN value for the urban cover "residential" designation is 32. These values correspond to A.M.C. II and need to be converted to A.M.C. III. Using Table C.1 on page C -10 of the Manual yields the CN values for A.M.C. III of 85 for the natural cover for the urban cover. S:\correspondence\545thydtex-00 Curve (1) Numbers of Hydrologic Soil-Cover Complexes For Pervious Areas -AMC II Quality of Soil Group Cover Type (3) Cover (2) A B C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 73 81 Good 31 57 71 78 Chaparral, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 53 72 81 86 Grass, Annual or Perennial G ' Cer7 • _ _ 78 86 89 Fair ' 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 38 71 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 . Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 30 percent.) Good 23 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 63 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping eu ig 32 Good t o 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 63 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - FaUow 77 86 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS C -6 Figure C -3 (I of 2) TABLE C.1. CURVE NUMBER RELATIONSHIPS CN for Corresponding CN for AMC Condition AMC Condition II 1 III 100 100 100 95 87 99 90 78 98 85 70 97 80 63 94 75 57 91 70 51 87 65 45 83 SS 60 4U 79 55 35 75 50 31 70 45 27 65 40 23 60 35 32 19 55 30 15 50 52 25 12 45 20 9 39 15 7 33 10 4 26 5 2 17 0 0 0 C.6. ESTIMATION OF LOSS RATES In estimating loss rates for design hydrology, a watershed curve number (CN) is determined for each soil -cover complex within the watershed using Figure C - 3. The working range of CN values is between 0 and 98, where a low CN indicates low runoff potential (high infiltration), and a high CN indicates high runoff potential (low infiltration). Selection of a CN takes into account the major factors affecting loss rates on pervious surfaces including the hydrologic soil group, cover type and quality, and antecedent moisture condition (AMC). Also included in the CN selection are the effects of "initial abstraction" (Ia) which represents the combined effects of other effective rainfall losses including depression storage, vegetation interception, evaporation, and trans- piration, among other factors. C -10 (') The next step is to tabulate the point rainfalls for each storm event corresponding to various time intervals. Using the Isohyetal maps, figures B -1, B -2, B -3, B -4, B -5 and B -6 from the manual the following values are yielded: 2 year (6 hour) rainfall = 1.75" 2 year (24 hour) rainfall = 3.35" 10 year (1 hour) rainfall = 1.00" 100 year (1 hour) rainfall = 1.51" 100 year (6 hour) rainfall = 3.90" 100 year (24 hour) rainfall = 9.00" Now utilizing this data, plot the numbers on figure D -2 for each frequency storm and for 1 hour, 6 hour, and 24 hour values. Also, using the appropriate values from these plots, prepare a log log graph to provide the values for the 3 hour(180 min.), 30 minute, and 5 minute rainfall. The results taken from these figures and graphs are as follows: 2 yr -5 min.= 0.15" 2 yr- 30min.= 0.43" 2 yr -1 hr = 0.64" 2 yr -3 hr. = 1.18" 2 yr -6 hr. = 1.75" 2 yr -24 hr = 3.35" 5 yr -5 min.= 0.23" 5 yr- 30min.= 0.60" 5 yr -1 hr = 0.87" 5 yr -3 hr. = 1.57" 5 yr -6 hr. = 2.29" 5 yr -24 hr = 4.74" 10 yr -5 min.= 0.27" 10 yr- 30min.= 0.69" 10 yr -1 hr = 1.00" 10 yr -3 hr. = 1.80" 10 yr -6 hr. = 2.63" 10 yr -24 hr = 5.68" 25 yr -5 min.= 0.32" 25 yr- 30min.= 0.82" 25 yr -1 hr = 1.19" 25 yr -3 hr. = 2.12" 25 yr -6 hr. = 3.09" 25 yr -24 hr = 6.89" 100 yr -5 min.= 0.42" 100 yr- 30min.= 1.06" 100 yr -1 hr = 1.51" 100 yr -3 hr. = 2.70" 100 yr -6 hr. = 2.90" 100 yr -24 hr = 9.00" S: \correspondence \545\hydtext4 • . r ----- - — + I a 1 ■ R6W — 44_ !!y t• { .p._ R2V! i RIN/ �:: R►E '° R2E I ' �i — I I R7W I _ I PYQ V. �u I.0.- I I . 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A p ! j� fT) 'r.r0KNED BY �( �4r1as —I — --- — -- - -- -- — l ° ryDt l � --f `� FL /� �+FU"�iE't'3� i R S , - W RSW • HYDROLOGY MANUAL T f0A„ r6 . 01SOLIN ES PRECIPITATION (1NCHE5S 98 i zyt FILE wRO 6 of t2. .---- - - 3.90 3.5 - 3.5 3. 09" 3 @, HOU.4 3 Z. G3" 2.5 - 2.5 w 22 9" V Z _Z - = 2 2 I— a w 1. 1.51 J 1.5 - - 1.5 Z a 1 HOUR' / 1.36." cc • 1.19" 1.00" i O.$7 0.634 . 634 0.5 ./ 0.5 0 - -0 2 ' 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 •YEAR ONE HOUR• 0.95" AND 100-YEAR CNE HOUR • 1.60 , £5•YEAR ONE HOUR • I.IS". REFERENCE'NOAA ATLAS 2, VOLUME =z- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 /j c` FIGURE 0 -2 6.8 9" 65 6.5 ceel. I-KT 6.0 . a.0 5.08" 5, . 5.5 U) , w • u z = 5.0 5.0 F- a. La 4.74 J 4.0 4.0 3.5 3.5 3.o 3.0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YE AR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR • 0.95" AND 100-YEAR CNE HOUR • I , t5-YEAR ONE HOUR • I.IS ". REFERENCE'NOAA ATLAS 2, VOLUME It- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 (: FIGURE D -2 lo.o0 10.00 q5 9.5 90 9.0 U) w u z = 8.5 8.5 H n. — d J LL 8.oc 8n / 6.0 75 A,"s"°-.. 7.5 24 HOUR now 70 . 7.0 6.5 6.5 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERI00. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR• 0.95" AND 100 -YEAR CNE HOUR • I.60 " , 25 -YEAR ONE HOUR ■ 1.15 ". 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N. uNUTES $0 6° boo �Se ?ao ZSo ? 400 500 600 loco I� III II�� �� li MI Ie1 7 E ���� : 7 In iloommuminimmonoompommimmrillgolimmilpumummip � iiiiiirmimmiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiimmillYiviiiiiiiiiiiiiiiiiii_ 5 4 � ��� I III��I� !!i! i 4 3 II inimpliumigiiiiiiiiiiiimmiiiiiiiiipitsdisogompoRpopplo _ 1�IIIQI1ui , iii� . i 3 l it I 2 H l � , ' , . � �n�- p . 5 i � . w u) ! il /�I I l'%i. pi ? 1 111 !, � � dl�li !!A i�!!� gii[ !!" il -7 11 1ITI iij ii � if-1„1111111111111111111111111111111101166mmilhin i tip �.. � d _ : ii lormippoollomomommilmanni. , q I .� _ _l i, I I i 1 II 1 llui h11111110111111110111111111101111111111h11111 ' . 117 j' ' .3 ':l'lilii 1��1 �I�1 it.. I 11 3 5 10 15 20 25 30 40 50 60 80 100 120 MINUTES (1-D 10 0 - YE AS Using the AES software program the values for Fm and Y can be obtained. The input data required for this program are the soils type, the CN number corresponding to A.M.C. III, and the acreage. Since the acreage does not affect the output data this report has used a simple figure of 10.00 acres. The following is a summary of the results of the Fm and Y values for each storm event. The subsequent pages show the computer calculations of these values. 2 year - undeveloped Fm = 0.296 Y = 0.437 10 year - undeveloped Fm = 0.296 Y = 0.296 25 year - undeveloped Fm = 0.296 Y = 0.253 100 year - undeveloped Fm = 0.296 Y = 0.202 2 year - developed Fm = 0.371 Y = 0.503 10 year - developed Fm = 0.371 Y = 0.422 25 year - developed Fm = 0.371 Y = 0.388 100 year - developed Fm = 0.371 Y = 0.340 S: \correspondence \545\hydtext5 l / 2�Z ACTUAL IMPERVIOUS COVER I Recommended Value For Average Land Use (1) Range- Percent Conditions- Percent (2) Natural or Agriculture 0 - 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 1 acre lots 10 - 25 20 2 dwellings /acre 20 - 40 30 3 -4 dwellin s /acre 30 - 50 40 57 dwellings acre _ 35 - 55 50) 8-10 -- we Ings acre 50 - 70 60 More than 10 dwellings /acre 65 - 90 80 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to difference in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. • SAN BERNA COUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS C- 8 Figure C -4 ^ - **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by 411 CSL Engineering, Inc. 7900 Adams Street, Suite 25A Riverside, CA 92504 •.� �� �� x«'~- �" � �- *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.35 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 1 10.00 100000 85.( 67.) .296 .563 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) - .296 AREA-AVERAGED LOW LOSS FRACTION, = .437 CO . ` -- **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) a� AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ^ __ Pis _ 1). -- -_ --_ __~- *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.68 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE m� TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 10.00 100.00 85.( 67.) .296 .704 TOTAL AREA (Acres) = 10.00 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .796 ij AREA-AVERAGED LOW LOSS FRACTION, Y _ = .296 ammo., ************************************************************ NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ���� - \\�f������\ � ������ �� �� YEIV �� ^ �� ~_v �~ �_��» �� �� *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.89 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 1 10.00 10000 85. 67.) .296 .747 TOTAL AREA (Acres) - 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr) = .296 AREA-AVERAGED LOW LOSS FRACTION, . -- **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.OA Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 | �\/~� �/C��/�.�� ^ - -- i�_^' ��^�- *** NON-HOMOGENEOUS WATERSHED AREA LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.00 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in"/hr.) YIELD 10.00 100.00 85.( 67.) .296 .798 N� TOTAL AREA (Acres) = 10.00 AREA LOSS RATE, Fm (in./hr.) .296 ' ~~ AREA LOW LOSS FRACTION, Y = 202 I; �� m111M. ******************************************************************* 0� NON WATERSHED AREA-AVERAGED LOSS RATE ( F m ) m� AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) N� Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ������C� _-��r��[� �� �� I c�_, l ^��r-T \�~ �� x��~ v�~�--���- ~^~ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) �� AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.35 (inches) ~~ SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD tki 10.00 50.00 52.( :72.) .742 .497 TOTAL AREA (Acres) = 10.00 AREA AVERAGED LOSS RATE, Fm (in./hr. ) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .503 ..° -~ -- **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS �� (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc . 2900 Adams Street, Suits 25A Riverside, CA 92504 \ � - \ ^���� �� 7--����x �� \t/ EP‘ ^»~ -- \-~° ~ ~�' *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.68 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 1 10.00 50.00 52.( 32.) .742 .578 11 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = ~371 w� AREA-AVERAGED LOW LOSS FRACTION, Y = .422 I 11 1� �� I; **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by 0� CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 .�� e�_ ,~�`xn^-v�� -T`�t��v/���| �l��[���� �� / ����\�_ -- ���_.v �� �—~~v �� `^ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.89 (inches) :1 SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 10.00 50.00 52.( 32.) .742 .612 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .388 1; • ~~ �� , i; ********************************$******************************************* NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by: • N� CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 \��(�� --- - �~ �Y��� / � • \ �� ~~� � �~ r l�. �~ �-~� ^�~�� *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.00 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 50.00 52.( 32.) .742 .660 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .340 �� • �� ~~ . mm � MILLER DETENTION BASIN CALCULATIONS Now the AES program for small area unit hydrograph and the detention basin routing require two graphs of input data. The first graph is the depth versus volume data and the second graph is the I depth versus outflow data. Both of these graphs are based upon the depth of water above the flowline of the outlet pipe, which is 12.50. I REFER TO THE NEXT TWO PAGES FOR THE GRAPHS OF THESE DATA DATA FOR DEPTH VERSUS VOLUME: 1 D = 0.5' V = 0.03 acre -feet D = 1.0' V = 0.51 acre -feet I D = 2.0' V = 2.15 acre -feet D = 3.0' V = 4.86 acre -feet D = 4.0' V = 7.98 acre -feet D = 5.0' V = 11.20 acre -feet D = 6.0' V = 14.54 acre -feet DATA FOR DEPTH VERSUS OUTFLOW: THE FOLLOWING DATA WAS DERIVED FROM HYDRAULIC CALCULATIONS USING THE WSPG PROGRAM AND ARE SHOWN ON THE SUBSEQUENT PAGES D = 1.1' Q = 5.0 cfs D = 1.5' Q = 10.0 cfs D = 2.3' Q = 20.0 cfs D = 3.0' Q = 30.0 cfs D = 3.8' Q = 40.0 cfs D = 7.2' Q = 50.0 cfs I BY INTERPOLATION THE FOLLOWING DATA IS DERIVED: D = 0.5' Q = 2.0 cfs D = 1.0' Q = 4.5 cfs D = 2.0' Q = 16.1 cfs D = 3.0' Q = 30.0 cfs D = 4.0' Q = 40.5 cfs D = 5.0' Q = 43.5 cfs D = 6.0' Q = 46.5 cfs I L ,.± V hi SAcotrespondence \545\hydtext6 maw . _ �. 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I a pirokw� ,NA per sr/ /?4 t.8 � r. s 9 • .5 . o I (i4. . 03) Te (6 GI.) (49.90 t. P %,%, - N '4 •. v i 25.0.73.49 6,9.4 . i ° ' k - ■ 09. 4,2 I 4. /2 c. , d . o47' v a � 25#49.44 00. 35)776. t 25+64.31 00.28) 776. 09.28 f. L. /L "c.r =!#t' % ' � Sca►lc a < /Z `' T. 5 . : s 1 Toal . ..ii 1 51 ii 4--- 6c S"cvrb /d i Gvi l i l s•►" 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 C ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING EX/ SING OU T6 ET ■ S^C" v c.T u� S�C,T I a cal i 4.4c • 01 �C�r6�Gv{f�i" zyc /% Z d -2� ra _ \9 1`14-e1( #64.... rc_c 40 0 .0 4. se a" D i s c . 5 / 7 j fai I AVe: /5-4 . 25t0DO /a e5/81.4-5 T=4 "a/ c./' /o G" , av7c. = 4Qvaf Z woe/ a.- - 40X S.I anc. "ow RAZ orb _ ..4 k 5,1' 6) 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 C ENGINEERING, INC. G • • SURVEYING • • LAND PLANNING CIVIL ENGINEERIN , I I term I t. 1-;54 � � s a, Z1 - , 1 ‘ ......,.. .. _.., _. ,_.._ ` ,, . , _ .' ‘11 i :3347, , v o a 0 O Eit. T,GProfi'k _ N N ki V at R *-- h q t ' N N • , * � .i • a n 34 di l'i'ltt a - $ V N Q r /9 45 -""- ' ►.i . #. E ` 3o `' /3-074./e Scales Noriz . s 1 -40' EXl S77WG Verf. : /"' - 4' . _ I ! ad /oar Pri'1e , I I i . 0 i 92504 (714) 785 -5122 FAX (714) 785 -5180 2900 Adams Street Suite A25 Riverside, CA ( ) k CSL ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING I ANAL Y Z E E K I ST f N G ou LET S uc. /0.35 T.r• ( io.6z 6off'T e. 25 + G9 ` I "1.15 747` Am 3.o2• s.F. P- 10.33` A - K= A•R (•4 -r - t1 1s Z. 0‘ I 4.5o' OA= .0t3) • L = /6. 4 S KAv4 = z t3. 4 t i 5, _ • 00 7 I io.37 SoFFOT ■ G Z S - sS.4s I e _.1•39 fc.. 1.98` A= 4.4 P= 0.96 K = 2 ¢.5 0 c.. .x. s4.55' Kpv 575, 60 , S. = .003 (-/ /.7/ SOFFIT A .---, 9. s4 ' r= t3,z4' • @ Z.6 -k- - 70 I r4.5g F L . 2.12' K= 876. 1 , I 4.50` I •_ L - 7' i A G• K v = 840.78 , S •-: • 0i8 i ` I % , 1 , 11.72 50FFrr 1 A--7 q. 00 ° P= 13.06 I ' • �° Z26 +V7 1 X 9.72 Fl. . 00 A 1 K- so5.10 ¢o' • L. = / ¢ , K4vG. = 6 07.6 S, c .0181 se ; _ I Z. 47 At- 4.91 K - 410.20 - o - z6.+91 Q - F L.= q.97 L i L= 52' , K= 41o. , Ss= .0487 (2) 2.7 + F.Y. = /2•5o SoF1`IT= 15.00 @ IoLE?' 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 ANUMMWM■ - F 0 5 I 5 P PABF NO I WATER KIRFACr PROFILE TITLE CARD !ISTINS HFADING LINE NO 1 IS - e WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADINE LINE NO 2 IS — rme — HEADINC LINE NG 3 IS - I 4 / 1 4 40 • 41 01" !" 4101 014 0^ 1 NO ~ �. Rig � �� FV515P WATER SURFACF PROFILE - CHANNEL DEFINITION LlSTING YAK: I I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASF 7L ZR INV Y(1) Y(2) Y(3) Y(4) Y(51 Y(6} f(7) Y(0) Y<9! Y<10> C0DE NO TYPE Pl[RS WIDTH DIAMETER WIDTH DROP i CD 1 3 0 .00 .67 4.50 .O0 ,VV .VV CD 2 3 0 .00 .98 4.50 .O0 .00 .00 CD 3 3 0 .00 2 ,12 4.50 .VV .00 .00 CD 4 3 0 .0O 2.00 4.50 ,00 .00 .O0 3 CD 5 4 2.50 3 4.4 ,.,1 Ili In �� �� OM �d el On , t 1 W ORO 4., Ili '� w Ili r FF. iii i a' 0., ill/ 'IIM CD OW ° i F0315P PAU NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING' ELEMENT NO 1 IS A SYSTEM OUTLET t t t I U/S DATA STATION INVERT SECT W S ELEV 2569.00 7.35 1 10.35 ELEMENT NO 2 IS A TRANSITION * * t ii U/S DATA STAT10N lNYE8T SECT N 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION t t t i �� U/S DATA STATION INVERT SECT N ll 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION 1 t t U/S DATA STATION INVERT SECT N di 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t t U/S DATA STATION INVERT SECT N l 18 2691.0V 9.97 5 ELEMENT NO 6 IS A REACH t t 1 .014 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANS PT MAN H Id 2743.00 12.50 5 .013 .00 .00 .00 0 OP ELEMENT NO 7 IS A SYSTEM HEADWORKS t 1 U/S DATA STATION INVERT SECT W S EL[V 2743.00 12.50 5 12.50 i tt*t***1*1M1tt1111111tt**I*ttt1t1**1$tt*I*Ittt***tt*tU*t*ttIttttt1t$11**tt This software prepared for: CSL Engineering wit tttt**/*It**t1t*M*1*1*t1ttttltttt*t*ttt*1$11t1**t**t**1t*/*ttltttlt*t*t1*11 @] tt WAKNlNS NO. 2 tt - WATER SURFACE ELEVATION GlV[N IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKDS, W.S.ELEV = lNY + DC IN soli iii ii al iii � �� Pw �� �� NOR �� � �� �� 1 ' � - 44 �� �� F0515P PAS[ 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE �� - Q = 5 C.F.S. '� STATION INVERT DEPTH N.S. 0 @I VEL ENERGY SUPER CRITICAL HST/ EASES ZL NO AVM a EL[V OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /[ LEN SO SF AVE HF NORM DEPTH ZK *�#***I%IIT*I���*S*t**ttt*ItIt*tt*t****���*******�11141��*IVI�*���*t*$11**�tt* �� �����ltt*t�*�*�*tt*****¢**It*tttItt$ttf*t#���*��*it 3 2569.00 9.35 1.000 10.350 5.0 1.66 .043 10.393 .VO .337 ,67 4.50 .00 0 .0 TRANS STR .00243 .00823 .01 ,00 2565.45 9.39 .999 10.389 5.0 1.13 .020 10.40Y .00 .337 .98 4.50 .00 0 .0 TRANS STR .00237 .000351 .03 .00 �� 2670.00 9.59 .822 10.412 5.0 1.35 .028 10.440 .00 .317 2.12 4.50 .00 0 .0 ~~ TRANS STR .01857 .000434 .00 . VV 2677.00 9.72 .686 10.406 5.0 1.62 .041 10.447 .00 .337 2.00 4.50 .00 0 .0 A TRANS STR .01786 , 00 II. 2691.00 9.97 .406 10.376 5.0 9.65 1.447 11.823 .00 .738 2.50 .00 .OV 0 .V 15.91 .04B65 .042972 .68 .400 .00 27V6.91 10.74 .416 11.160 5.0 9.29 1.341 12.501 .00 .738 2.50 .00 .00 0 .0 10 10.29 .04865 .038157 ,39 .400 .00 2717.20 11.24 .430 11.675 5.0 8.87 1.220 12,295 .00 .738 2.50 .00 .00 0 .O tt 6.27 .04865 .033340 .21 .400 .00 ^ ^ ^ �� 2723 . 47 11.55 .445 11.995 5.0 8.46 1.111 13.106 .00 .738 2.50 .00 .00 0 .O �� 4.40 .04865 .029135 .13 .400 .00 , 410 2727.87 11.76 .460 12.224 5.0 8.06 1.010 13.234 .00 .738 2.50 .00 .00 0 .0 `i 3.30 .04865 .025442 .00 .400 . � ` 273117 11,93 .475 12.400 5.0 7.68 .916 13.316 .OV .736 2.50 .00 .03 0 .0 2.55 .84865 .022217 .06 ,400 .00 7� ` 2733 72 ]2 ^ 05 .491 12.540 5.0 7.33 .835 13.375 .00 .738 2.50 .00 .00 0 .V � d 2.01 .04865 .019416 .04 .400 .00 von , i ii 0•4 OP om 1110 4, ii 40 iii eft 10 tili 4� e . . .. ^ '-- - , ro F0515P PAGE 2 WATER SURFACE PROFlLELlSTIN6 po, NATER SURFACEPROFlLFFOR DETFNTlUN BASIN OUTi8PlPF �� i� � ' 9 = 5 C.F.E. STATION INVERT DEPTH W.S. 9 VEL VI ENERGY SUPER CRITICAL �/ BASE/ 7L NO AVBPR �� [L[Y OF FLOW ELEV HEAD 00.[L. ELEV DEPTH D[A ID NO. PIER 1/ L/[UEN SO SF AVE HF NORM DEPTH 0 *********ttOtt**********t*ltI**t*t*ttIlt*la*t*lttItt***t$t$,IMAttltt*MM*tt*t*t*11****tIttIttttt**t*t*******Mt*4*I*$*lt*ttt I 2735.73 12.15 .508 12.654 5.0 6.98 .757 13.411 ,VV .738 2.50 .00 .00 0 .0 L.64 .04865 .016968 .03 .400 .00 2737.37 12.23 .525 12.751 5.0 6.66 .688 13.439 .00 .738 2.50 .00 .00 0 .0 1.32 .04865 .014828 .02 .400 .00 2738.69 12.29 .543 12.833 5.0 6.35 .627 13.460 .00 .738 2.50 .OV .00 0 .0 �� 1.05 .04865 .012959 .01 .400 .00 2739.78 12.34 .561 12.904 5.0 6.05 .569 13.473 .00 .738 2.50 .00 .00 0 .0 «� .85 .04865 .011330 ,01 .400 .OV �� ~~ 2740.63 12.39 .581 12.966 5.0 5.77 .518 13.484 .VO .732 2.50 .00 .00 y .0 ,70 .04265 .009911 .01 .400 .00 WA 2741,33 �2 42 .601 �3 V2V 5 0 5 51 .471 1J 49l .00 .738 2 5V .00 00 0 .0 8� ' ` ' ' ' ' ' ' ' ' ^ ' ' �� .57 .04865 .008664 .00 .400 .00 2741.90 12.45 .621 13.067 5.0 5.25 .427 13.494 .00 .738 2.50 .00 .00 0 .V WM .41 .04865 .007577 .00 .400 .00 2742.31 12.47 .643 13.109 5.0 5.01 .389 Q.498 .00 .738 2.50 .00 .00 0 .0 �� .32 .04865 .006630 .00 .400 ,00 4,4 2742.63 12.48 .665 13.147 5.0 4.77 .353 13.500 .00 .738 2.50 .00 .00 0 .0 �� .21 .04865 .005799 .00 .400 .00 �� 2742.84 12.49 .688 13.180 5.0 4.55 .321 13.501 .00 .738 2.50 .OV .00 0 .0 .12 .04865 .005075 .00 .400 ,(C Imw 2742.96 12.50 .712 13.210 5.0 4.34 .292 13.502 .00 .738 2,50 .OV ,00 0 .0 4-4 � Si .04 .04865 .004431. .00 .400 .VV �� �� Ili id ' iii. k4 ii O. �� �� iii �� 09 ii 1 4 ii F0515P RASE 3 WATER SURFACE PROFILE LIMNS gm WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE STATION INVERT DEPTH W.S. CI' VEL YEL ENERBY SUPER CRITICAL HST1 BASE' ZL NB AvBFR ELEV OF POW ELEV HEAD SRD.EL. ELEV DEPTH DIA II' NO. PIER :!ELEM SO SF AVE HF WORM DEPTH ZR IIMIIIMIIMMTvIttIMMItItittifttItIttltiMMuilltittitIMMIttlx$MIMMIMMItttlIt$4 = 2743.00 12, .735 13,72 5:0 4.13 .265 13.503 .00 :732 2.50 .00 .00 0 .0 H :.-.. 12 Fi \4 GL 1 3 . z 9 + 0 , 1 7.- = 13.5C, fa , 13.5C, - lz,so or ki 40 WA . ii Wil Li 40 am 40 01 it 4 ii 11 44 li ell a am ii im Iii (0 ` FO 5 l 5 P PAGF NO 1 NATER SURFACE PRUFl - TITiE CARD LISTING .."" HEADING LINE NO 1 IS - p WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - Bl HEADING LINE NO ] IS - fr • eim �� Ink 0� �� F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) me CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP --A CD 1 3 0 .00 .67 4.50 .00 .00 c00 CD 2 3 0 :00 .98 4.50 .00 .00 .00 OW — CD 3 3 0 .00 7,1 4.50 ,00 ,00 .00 CD 4 3 0 .00 2.00 4.50 .00 :00 .00 CD 5 4 7:50 S 411 di MIN a 4 104 gal *MA 411 IMO 111 MIR MO wm F 0 5 1 5 ? PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SECT N S E1FV 2547.00 7.35 1 10.35 ELEMENT NO 7 IS A TRANSITION t Rim U/S DATA STATION INVERT SECT hi 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION $ t t r" U/S DATA STATION INVERT SECT id 7670.00 7.59 T .014 ELEMENT NE 4 IS A TRANSITION t 9!" 'VS DATA STATION INVERT SECT • 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t U/S DATA STATION INVERT SECT 7491.00 7.97 5 .014 ELEMENT NO 6 IS A REACH t t U/S DATA STATION INVERT SECT N RADIUS ANELF ANG PT MAN H !!!! 2743.00 12.50 5 .013 .00 :00 :00 0 ELEMENT ND 7 IS A SYSTEM HEADER:KS 4 UIS DATA STATION INVERT SECT W S ELEV 2743.00 12.50 5 12.50 tttt*tttStittttItt$IttItttltt$ttlttttItttIttttttttIttlIttttStIttt*ItttlttIttt This software prepared for: CSL Engineering tttttIttIttttttttlitttttltIttt$tttItttttIlttitttttlt$IttttttItttttttttttttitt op. 0 it WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR FnUAIS INVERT ELEVATION IN NDWKDS, W.S.EIFV . INV DC pm rm 71 id iv u. r- - '____ AM Om i 10 0515P PAH 1 WATER SURFACE PROFILE LISTING or+ WATER SURFACE PROFILE FOR DETENTION BASIN CUTLET PIPE id - Q = 0 C.F.S. wa STATION INVERT DEPTH W.S. Q VEL VEl ENERGY SUPER CRITICAL HGT/ RASE/ ZL NO AYBPR ELEY OF FLOW ElEY HEAD G80.[L. ELEV DEPTH DlA ID NO. PIER -- !ALEN SO SF AVE HF NORM DEPTH lR tO*t*I*tIt%attl$* ii 2569.00 9.35 1.000 10.350 10.0 3.32 .171 10.521 ,00 .535 67 4 50 .00 0 V �� . ^ ^ . ~~ TRANS ST8 .00243 .003293 .05 .00 2585.45 9.39 1.114 10.504 10.0 2.27 .080 10.584 .00 .535 .98 4.50 .00 0 .O TRANS SIR .00237 ,001110 .VY .00 il 2670.00 9.59 1.015 10.605 10.0 2.19 .074 10.679 .00 .535 2.12 4.50 .00 0 .0 TRANS STR ,01857 .00 2677.00 9.72 .216 9.936 10.0 10.28 1.640 11.576 .00 .535 2.00 4.50 .00 0 .0 l'* TRANS ST8 .01786 ^ 86 .064069 .90 00 2691.00 9.97 .590 10.560 10.0 11.31 1.987 12.547 .00 1.057 2.50 .00 .00 V .V 12.51 .04865 .017834 .47 .560 ,00 `^ 2703.51 10.58 .606 11.05 10.0 10.87 1.835 1J.V2V .00 1.057 2.50 .00 .00 0 .V il 9.61 .04865 .033461 .32 .560 .00 2713.12 11.05 .627 11.673 10.0 0.36 1.657 13.340 .00 1.057 2.50 .00 .00 0 .0 rm 6.74 .04865 .029259 .20 .560 .00 Ai 2719.86 11.37 .648 12.022 10.0 9.88 1.516 13.538 .00 1.057 2.50 .00 .00 0 .V • 4.98 .04865 .025593 .13 .560 .00 mr , 2724.84 11.62 .671 12.288 10.0 9.43 1.379 13.667 .OV 1.057 2.50 .00 .00 0 .O ii 3.90 .04865 ^ .022397 .V9 . 56O 00 I. 2728.74 11.81 .694 12.500 10.0 8.98 1.253 13.753 .00 1.057 2.50 .00 .00 0 .0 3.10 .04865 .019595 .06 ,560 .00 ii ~. 273| 11 . 96 . 71 8 12 10.0 8.57 1.140 13,315 JA 1.057 2.50 .00 .00 0 .O 2.50 .04865 .017149 ,04 .560 .00 � 4.0 |' iiii am 1- iii os lit ma fit am id 0. � ii 0. ild ,• • -� 0 E.. . - __ , ..., , . hi 0515P PAGE 2 WATER SURFACE PROFILE LISTING 01111 WATER SURFACE PROFILE FOR DETENTION BSIN OUTLET PIPE - G = 1 0 1V C.F.S. im STATION INVERT DEPTH N.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ lL NO AMR �� �� ELEY OF FLOW EL[V HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/EL[M SO SF AVE HF NORM DEPTH ZK IttItt$**tlIttWitt*MIMMMI**Itt*ItIn**ttM*tkat***tl*MIttlttttt*Itttt*ttttt%*****ttttIt**t*ttIlt*tlI$Iti$t*MUMMtt 2734.34 12.08 .743 12.821 10.0 8.17 1.036 13.857 .00 1.057 2.50 .00 .00 0 .0 2.V2 .04865 .015012 .03 .560 .00 2736.36 12.18 .769 12.946 10.0 7.79 .942 13.888 .00 1.057 2.50 ,VO .00 0 .0 1.66 .04865 .013145 ,02 .560 .00 ii 2738.02 12.26 .796 13.054 10.0 7.43 .857 13.711 .00 1.057 2.50 .00 .00 0 .V 1.34 .04865 ,011512 .02 .560 .00 401 27JY.36 12.32 .824 13.147 10.0 7.08 .779 13.926 .00 1.057 2.50 .00 .00 0 .0 a 1 O8 04865 . � 0 0V84 .01 .560 .�� . . 2740.44 12.38 .853 13.227 1O.O 6.75 .708 13.937 .00 1.057 2.50 .00 .00 0 .0 .84 ,04865 .008838 .01 .560 .00 2741.28 12.42 .884 13.300 10.0 6.44 .644 13.944 .OV 1.057 2.50 .00 .00 0 .0 ii .67 .04865 .0A774Y . Ol .560 .00 2741.95 12.45 .915 13.364 10.0 6.14 .585 13.949 .00 1.057 2.50 ,00 .00 V .0 MM .48 .04865 .006793 .00 .560 .00 2742.43 12.47 .948 13,420 10.0 5.85 .532 13.952 .00 1.057 2.50 .00 .VV 0 .0 �� .32 .04865 .005960 .00 .560 .VV MP 2742.75 12.49 .983 13.471 10.0 5.58 .484 13.955 .00 1.057 2.50 .00 .00 0 .0 `" .20 ,04865 .005230 .00 .560 .00 mi 2742,75 12.50 1.018 13.516 10.0 5.32 .439 13.955 .00 1.057 2.50 .00 .00 0 .0 .05 .04865 .004584 ,00 ,560 .00 P 2743.00 12.50 1.057 13.557 10.0 5.07 .398 13.955 .00 1.057 2.50 .OV .00 0 .0 ii H. \a- 4%/= 0, 4.g OW ,m ~M = \,0c^ -k- O ' 4-% ' �� z \,4 ' k -------_ im ii ro ii IP r. iii .. ii IP* 0 L W mm F 0 51 5 P HFADINS LINE NO PAST NO I NATFR SURFACE PROFILE - TITLE CARD IISTINO 71 IE - II WATER SURFACE PROFIL FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - PR Win WHEADINS LINE NO 3 IS - ii PM 4 if opm Poi a I OR �•0111, P. hi F0515P WATER SURFACE PROFILE — CHANNEL DEFINITION LISTING PAGE l r CARD SECT CHN NO OF AVE PIER HEIGHT l BAS[ 7L ZR lNV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) y(7) Y(8) Y(9) Y(1O) ii CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 .67 4.50 .00 .00 .00 L, CD 2 3 0 .00 .98 4.50 .00 .00 .00 � CD 3 3 0 ,00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .VO ow+ CD 5 4 7.50 t:: . 10 Olt ig 1"" .= 41:11) r ~ 610 F O 5 l 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING • B NO 1 IS A SYSTEM OUTLET t $ $ U/S DATA STATION INVERT SECT W S [LEV 2569.00 9,35 1 10.35 pm ELEMENT NO 2 IS A TRANSITION t $ U/S DATA STATION INVERT SECT � 2585.45 9.39 2 .014 • E NO J IS A TRANSITION * t t U/S DATA STATION INVERT SECT M 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t $ U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION * t * U/S DATA STATION INVERT SECT N 2691,00 9.97 5 ,014 ELEMENT NO 6 IS A REACH $ U/S DATA STATION INVERT SECT N RADIUS AN8LE ANG PT MAN H 2743.00 12.50 5 .O13 .VV .00 .00 0 ELEMENT NO 7 IS A SYSTEM H[ADNORKS U/S DATA STATION INVERT SECT N S ELEV 2743.00 12.50 5 12.50 *tttt*ttttt*tt*t**tttt*tIttItttttt*lI*ttt*tt*ttttttl*ttt*t*tt*tt*tttltttt*tYt This software prepared for CSL Engineering Itt*t**ttttt**lt*t*ttt*It*Ittt*tItttt*$**Ittlt$l*t*tt*tttt*tttl*��ttttttItt • * �ti WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKOS, W.S.EiEY = lNY + DC MO rm �� �� OR (iTi) _ »_- � � �' r- hi 0515P PAGE 1 WATFR SURFACE PROFILE LISTING -- WATFR SURFACE PROFILE FOR DETENTION BASIN 0UT PIPE �� �� - D = 20 C.F.S. STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AYBP8 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/EL[M SO SF AVE HF NORM DEPTH 7K ttt**t*tt#141111******$**$M*Mat:IStIttIttMt*WW414111*1****031*$1MItt*Ottillttt*It*tM$**mil*ft**********Mat**tt*t$lt i 256Y.VO 9.35 1.000 10.350 20.0 6.63 .683 11.033 .00 .670 .67 4.50 .00 0 .O TRANS STR .00243 .013173 .22 .00 2585.45 9.39 1.577 10.967 20.0 4.54 .319 11.286 .00 .850 .YB 4.50 .00 0 .0 TRANS STR .00237 I .003301 .2O .V0 2670.00 9.59 1.916 11.506 20.0 2.32 .084 11.590 .00 .850 2.12 �.5V ,OV 0 .0 TRANS STR .01857 .000508 .00 .00 2677.00 9.72 1.77? 11.499 20.0 2.50 .097 11.596 .00 .850 2.00 4.50 .00 0 .0 �� TRANS STR .01786 .00 |� 2691.00 9.97 .878 10.848 20.0 13.01 2.629 13.477 .00 1.518 2.50 .00 .00 0 .0 10.45 .04865 .032237 ,34 ,800 .00 �� 2701.45 10.48 .903 11.381 20.0 12.51 2.429 13.810 .00 1.518 2.50 .00 .00 O .O �� �� 9.41 ,04865 .028593 .27 ,800 .00 2710.86 10.94 .935 11.871 20.0 11.93 2.209 14.080 .00 1.50 2.50 .00 .00 0 .0 7.07 .04865 .025076 .18 .800 .00 2717.93 11.28 .969 12.249 20.0 11.37 2,007 14.256 .00 1.518 2.50 .00 .00 0 .0 �� 5.53 .04865 .022002 .12 .800 .00 27�J.46 11.55 1.004 12.553 20.0 10.84 1.525 14.378 .00 1.513 2.50 .00 .00 0 .0 �� 4,39 .04865 .019313 .08 . 8VV ` .VO �� 2727.85 11.76 1.041 12.804 20.0 10.34 1.659 14.463 .00 1.518 2.50 .03 .00 0 .0 3.56 .04865 .016960 .06 .800 .00 27J1.41 11.94 1.079 13.015 20.0 9.85 1.507 14.522 .00 1.518 7.50 .00 .00 0 .0 ii 2.87 .04865 .014899 .04 .8O0 .00 4 �� �� is iiii kA iii 0 • �� �� ^1,4 �� �� ii ift k, \ ��) ii ^= A F0515P PAGE 2 WATER SURFACE PROFILE LISTING orl UATTR SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE - D = 20 C.F.S. en STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BAST/ ZL NO AYBPR Li ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DlA ID NO. PIER �� L/ELEM SO SF AVE HF NORM DEPTH ZR l*tIluim**tiltt*It*MMIUMMIM**$MM******ti*tfatIOMMIMMMIuiat*ultt*t$la*tltittt*i*al*itt*l*gt*Mti*t$I*iii � � 2734.28 l2.V8 1. O.l95 20 9 1.370 14.565 .00 1.518 2.50 .OV .00 0 .0 �� 2.32 .04865 � .013098 .03 .800 .00 2736.60 12.19 1.161 13.350 20,0 8.96 1.246 14.596 .00 1.518 2.50 .00 .00 0 .0 1.90 .04865 .01150 .02 .800 .00 ii 2738.50 12.28 1.204 13.485 20.0 8.54 1.132 14.617 .00 1.518 2.50 .00 .00 0 .0 1,48 .04865 .010134 .01 .800 .00 2739.98 12.35 1.250 13.603 20.0 8.14 1.030 14.633 .00 1.518 2.50 .00 .00 0 .0 1.14 .04865 .008925 .Al .800 .an �� 2741.12 12.41 1.298 13.707 20.0 7.76 .936 14.643 .VO 1.518 2.50 .00 .00 0 .0 .87 .04865 .007866 .01 .800 .00 2741,99 12.45 1.348 13.797 20.0 7.40 ,851 14.650 .00 1.518 2.50 .00 .00 0 .0 ill .58 .04865 .006939 .00 .800 .00 2742.57 12.48 1.401 13.880 20.0 7.06 .774 14,654 .00 1.518 2.50 .00 .00 0 .0 qui .34 .04865 .006127 .00 .800 .00 � � . 2742.91 12.49 1.457 1J.952 2O.V 6.73 .7V3 14.655 .00 1.518 2,5� .OV .00 0 .0 � .09 .04865 .005414 .00 .8*0 .00 qui 2743.00 12.50 1.518 14.00 MO 6.41 .632 14.656 .00 1.518 . 2.50 .00 .00 0 .0 a U � / ,^� = �.�� `.��= ��,77 iiit ` �� 1` �J`7� � ��.'�q ' �� on i °...k i � 4 ii OPIP @� �� 0/0 �� �� eft ii `'. wow (7 `�-~�' MN ii F 0 5 1 5 P AE NO WATER SHRFACF PROFIIF - TITLE CARD LISTING Po HFADINS LINE tin 1 is - fht,' WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HFADING IMF NO 2 IS - HEADING LINE NO 3 IS - 4 , ii 0 t IFF. i ii la 404 lie k ! 40 ism 41. 40 al MI m3, e ip. i 41. II ww. ii deln ii • F0515P WATER SU8FACc PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF avE PIER HEIGHT I BASE ZL ZR {NY Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(R) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 :67 4:50 .VO .00 .00 CD 2 3 0 .VV .98 4.50 :00 .00 .VO CD 3 3 0 .00 2.12 4.50 :00 .00 .00 CD 4 3 0 .00 2.00 4.50 :00 .OV :00 al CD CD 4 2.5V 410 ,04 MO rim) hi 44 4 OM 4 " Oft hi ir �� ��� 0 1 F V 5 1 5 P PAG[ NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING " [L[MENT NO l IS A SYRTFN OUTLET t t t 00 U/S 0uT» STATION INVERT SECT N S ELEY 2569.00 9,35 1 10.35 ELEMENT NO 2 IS A TRANSITION t t U/S DATA STATION INVERT SECT N 2585.45 9.39 2 .014 ELEMENT NO J IS A TRANSITION t * U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .O14 E NO 4 IS A TRANSITION $ t U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t U/S DATA STATION INVERT SECT N 11 D 269|.V0 9.97 5 DEMENT NO 6 IS A REACH � t t .014 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H el 2743.00 12.50 5 .O13 .VV .VO .00 0 ELEMENT NU 7 IS A SYSTEM H[ADWO8KS $ � U/S DATA STATION INVERT SECT W S ELEV 2743.0O 12.50 5 12.50 ttt*I*tIttttttlIttt**ttttt$ttt*ttIt*tt*tlt*t*tlVttt*t*t*tttttt*t*t*ttttt**ttt • This software prepared for CSL Engineering tatttttItItt*ttttt**ItI*tttt**tt*lt*tt**t*tt*tttt$tttlIt*It*tttttttt*tt*tIt* It WARNING ND. 2 I* - WATER SURFACE ELEVATION GIVEN IS LEGS THAN OR [QUALS INVERT ELEVATION IN HDNKBS N.S.ELE; = lNY + DC 4� so r. NO r" rot ki mem ��v ` ii F0515P PAGE 1 NAT[R SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE ii - Q = 30 C.F.S. ow 3TATl3N INVERT DEPTH M.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AYRPK , i 1 ELEV OF FLOW ELEV HEAD GKD.EL. ELEV DEPTH DlA ID N8. PIER ii L/ELEM SO SF AVE HF NORM DEPTH ZR Mitt*MillttI*g*n*titt$tOt*tt*MtI*tIttIMMItttttUttMtt:WWIMIMItlattO**Mtt*l*ttttttilttttlia*t***I*$IMMUUM 2569 V Y 5 V �� .V .� �. Vn 10.350 30.0 7.95 1.537 11.867 .00 .670 .67 4.50 .00 0 .0 IP TRANS STR .00243 .029639 .49 .00 2585.45 9.39 2.348 11.738 30.0 6.80 .719 12.457 .00 .980 .98 4.50 .00 0 .0 TRANS STR .00237 .007593 .14 .00 il 2670,00 9,59 3.412 13.002 30.0 3.14 .134 13.156 .00 1.114 2.12 4.50 .00 0 .0 TRANS STR .01857 .001485 .01 .00 2677.00 9.72 3.277 12.997 30.0 3.33 .173 13.17O .00 1.114 2.00 4.50 .00 0 .0 �� TRANS STR .01786 .00 2691.00 9.97 1.122 11.092 30.0 14.06 3,069 14.161 .00 1.867 2.50 .00 .00 0 .0 10.14 .04865 ,029608 .30 .990 .00 �� 27OL.14 10.46 1.155 11.418 30,0 13.53 2.841 14.459 .00 1.867 2.50 .00 .00 0 .0 �� �� 9.66 .04865 .026374 .25 .990 .00 2710.80 10.93 1.172 12.131 30.0 12.90 2.583 14.714 .00 1.867 2.50 .00 .00 0 .0 al 7.41 .04665 ,03206 .17 .990 .00 2712.21 11.29 1.244 12,538 30.0 12.30 2.347 14.885 .00 1.867 2.50 .00 .00 0 .0 �� 5.90 .04865 .020437 .12 .990 .00 mil 2724.11 11.58 1.291 12.872 30.0 11.72 2.134 15.006 .00 1.367 2.50 .00 .00 0 .0 l� ui 4.70 .04865 .018006 .08 .99V .0O 2 728.O1 11.81 1.341 13.151 30.0 11.18 1.940 15.091 .00 1.867 2.50 .00 .00 0 .O 3.77 .04865 .015884 .06 .990 .00 2732.58 1|.99 1.394 13.387 30.0 10.66 1.764 15.151 .OV 1.867 2.50 .00 .00 0 .0 iii 7.01 .04865 .014029 .04 .990 .00 Pm ail r% ii ^lom � illi 110 ii id Ao ill iii PPOR � 6 "� iiii 0 mm �� ~~ F0515? PAGE 2 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION DASlN OUTLET PIPE ii - Q = 30 C.F.S. STATION INVERT DEPTH N.S. Q VEL VEL ENERGY SUPER CRITICAL HET/ BASE/ ZL NO AVDPR L ELEY O� FLON [LEV HEAD GKD.EL. EL[Y UEPTH DIA lU NO. PIEK L/EL[M S8 SF AVE HF NOM DEPTH Z8 tWi*t**IttltIttrattttlttIM***IMM**Ittilt**ttIttI*t*lt*i*UtIt*ttilla*t*IM**IMMIt*ttItt**$I*t*t*tIMIMMM*t$ltt*t . . . . . �� 2735.59 12.14 1.450 13.589 30.0 10.16 1.604 15.193 .00 1.867 2:50 .00 .00 O 0 2.42 .04B65 .012403 .03 .990 .00 2738.01 12.26 1.508 13.765 30.0 9.69 1.458 15.223 .00 1.867 2.50 .00 .OV 0 .0 goi 1.87 .04865 .00977 .02 .990 .00 ii 2739.88 12.35 1.570 13.718 30.0 9.24 1.325 15.243 .00 1.867 2.50 .00 .00 0 .0 1.40 .04865 .009732 .01 .990 .VV 2741.28 12,42 1.636 14.052 30.0 8.81 1.205 15.257 .00 1.867 2.50 .00 .00 0 .0 �� .96 .04865 .008647 .01 Y9O OO �� ��2.24 12.46 1.707 14.170 30.0 8.40 �.1.075 . . 5 15.265 .00 1.867 2.50 .00 .00 0 .0 .58 .04865 .007703 .00 .990 .00 Pm 2742.62 12,49 1.783 14.274 30.0 8.01 .995 15.26? .00 1.867 2.50 .00 .00 0 .O 40 .18 .04865 .006881 .00 .990 .00 2743.00 12.50 1.867 14.367 30.0 7.63 .904 15.271 .00 1.867 2.50 .00 .00 0 .0 = iiii #e ,... iz. 1-ku = 1,mE5 / ii ' t) = On 4 [0 r = VI s iiii OM � �� OM �� �� fo" iiiii r.4 ii ii pi �� �� pm LA IP UM ill ii r" F 0 5 I 5 P PAGF NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 215 - Pi* HEADING LINE NO 318 - PM • IP 41 40 40 m" 00* olt 10 41 40 PP% 40 ,0 FV515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE \ CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE E. ZR IKY Y(|) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE P[FRS WIDTH DIAMETER WIDTH DROP ro CD 1 3 0 .VV .47 4.50 .00 .00 .00 CD 2 J 0 .00 .98 4.50 ,00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD 5 4 2.50 eft lo NO NO IRO 4.4 60 mpo 41.1 PM le F 0 5 1 5 P PA8E NO 2 WATER SURFACE PROFILE - El EMEN7 CARD LISTING EL[MENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SECT N S ELEV 2569.00 9,35 1 10.35 ELEMENT NO 2 IS A TRANSITION t U/S DATA STATION INVERT SECT N 2585.45 9.39 2 .014 ELEMENT NO 3 TS A TRANSITION t t U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION * t t U/S DATA STATION INVERT SECT N 2677,00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION $ * U/S DATA STATION INVERT SECT H le 26Y1.OV 9.97 5 .014 ELEMENT NO 6 IS A REACH * t t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H rm 7743.00 12.50 5 .V\J .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWDRKS U/S DATA STATION INVERT SECT N S ELEY Unk 2743.00 12.50 5 17.50 tttttIttl**t*t****tt$ttt*t**Ittt**tt*tt****ttttItttt*ttttt*tt*ttmuu«tuttt*Itt This software prepared for CSL Engineering MIA **tt***tt****Mt*1*$******Ittla*tt*tt*tlAttnItttttilftttttl*alt*ItitttIttl tt WARNING NO . 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKUS N.S,[LEV = INV + DC oft a aft a ' MM �� �� al 010 a MOM (5) ' v| 41 F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUT PIPE - Q = 40 C.F.S. ffro STATION INVERT DEPTH N.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AVER ELEV OF FLOW ELEV HEAD 8RD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR tg*t**tt**M%***M****It** �� .67 4.50 .00 ' 2569.00 9.35 l.OVV 10.350 40.0 13.27 2.733 13.083 .00 .670 67 4 5O V0 V .0 �� TRANS STR .00243 .052690 .87 00 2585.45 9.39 3.428 12.818 40.0 9.07 1.277 14.095 .00 .980 ,98 4,50 .00 0 .0 TRANS STR .00237 .013499 1.14 .00 2670.00 9.59 5.474 15.064 40.0 4.19 .273 15.337 .00 1.349 2.12 4.50 .00 0 .0 TRANS STR .01857 .002639 ,02 .00 2677.00 9.72 5.336 15,056 40.0 4.44 .307 15.363 .00 1.349 2.00 4.50 .00 0 .0 TRANS STR .01786 .006946 .10 .00 11. . 2691.00 9.97 4.603 14.573 40.0 8.15 1,031 15.604 .00 2.129 2.50 .00 .00 0 .0 52.00 .04865 .009510 .49 1.162 .00 :/ 2743.00 12.50 2.568 15.068 40.0 8.15 1.031 16.099 .00 2.129 2,50 .00 .00 0 .0 U ° e :� |'�� R,m `= ),26^ f` '� -� �7 f - 1.7_, 4- 7- �� -----___- �p% int 4.4 wm ' / 41110 MO P- 1 10 F0515 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING 77 HEADING LINE N3 I IS - II WATER SURFACE PROFILE FOR DETENTION 'BASIN OUTLET PIPE HEADING LINE NO 2 IS - 0 = 50 HEADING LINE NO 315 - 4 mo om 4 . 4 40 00 eft 44 ow4 40 100 Am 414 4111 OM mm 41111) F0515P WATER SURFACF PROFILE - CHAKNFL DEFINITION LISTING PAGE 1 i . CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL Z8 lNY 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 3 0 .00 .67 4.50 .00 .00 .00 CD 2 3 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 .00 2,12 4.50 .08 .00 .N} pm CD 4 3 0 .00 2.00 4.50 .VO .00 .00 ' CD 5 4 2.50 ill � MR MR mm " ROI PRI 9PR � �� = 4110 iM F05\5P PAGE ND 2 WATER SURFACE PROFI - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SECT W S ELEV 2569,00 9.35 1 10.35 ELEMENT NO 2 IS A TRANSITION * t t U/S DATA STATION INVERT SECT N �� 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION * � t 11, U/S DATA STATION INVERT SECT N ~~ 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t * moo U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t mom U/S DATA STATION INVERT SECT N 2691.00 9,97 5 .014 ELEMENT NO 6 IS A REACH * $ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2743,VV 12.50 5 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEA8W8RKS * � U/S DATA STATION INVERT SECT N S ELEV 9 " 2743.00 12.50 5 12.50 tt$tt*tttt**tttt*tt*t$lItt$*t**ttI*t*lIttlitttttt$tt*tt***IttI*ttt*tit*tt**It* This software prepared for CSL Engineering $t*tIttttttttItttt*t*t**tt*t*tt*tIttt**Itt*t*Itt*t*I**ttttt*tttt**t*ttItt**$* ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 7 INCREMENT = .000010 ERROR MESSAGE NO. 32 - ORITICAL DEPTH MAY BE INACCURATE IN ELEMENT 6 INCREMENT = .000010 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 5 INCREMENT = .000010 ~op tt WARNING ND. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKDS, N.S.EL[V = INY + DC pp PM OP ;I di° w . . i F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE 1 - Q = 50 C.F.S. STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRlTlCAf HST/ BASE! ZL NO AY8PR 8l ELEY OF FLOW [LEY HEAD GRD.EL. [L[V DEPTH DIA ID NO. PIER �� L/ELEM SO SF AVE HF NORM DEPTH 7R *tItttt*t*tI*tlIttl*Ittattt***g**$***M*IttUttlItt$14LIMIUM1**********01t***MMItIttttI*tttfttttt*tItt*ntialti*$t ii 2569.00 9.35 1.000 10.350 50.0 16.58 4.271 14.621 .00 .670 .67 4.50 .00 0 .0 TRANS STR .00243 .082329 1.35 .00 2585.45 9.39 4.816 14.206 50.0 11.34 1.996 16.202 .00 .980 .98 4.50 .00 0 .0 I TRANS STR .00237 .021072 1.78 .00 2670.00 9.59 8.126 17.716 50.0 5.24 .427 18.143 .00 1.566 2.12 4.50 .00 0 .0 TRANS STR .01857 . 004124 , 03 .00 I 2677.00 9.72 7.Y8J 17.7OJ 5O.V 5,56 .479 18.l82 .O0 1.566 2.0O 4.50 .OV V .V . ANS STR 0D86 ,0\0853 .15 .00 2691.00 9.97 6.979 16.949 50.0 10.19 1.611 18.560 .OA 2.300 2.50 .00 .00 0 .O 52.00 .04865 .014860 .77 1.325 .00 rm i 2743.00 12.50 5.222 17.722 50.0 10.19 1.6l1 19.333 .00 2.300 2.50 .VO .00 0 .0 ill U �� ` r��� = 1,1. .^* = \.�� f� ' w �� ��'�� f �`�-� � 7, \� u. II mm �� iii rs iiiii li ii ii ;1 /SI ~ �� II FV515P PAGEN0 1 WAT[R SURFACE PROFILE - TITLE CARD LISTING i HEADING LINE NO i IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPF HEADING LINE NO 2 IE - CO = 60 C.F.S. ~� �� HEADING LINE NO J IS - iii al �� qca ii pft Ili /1.4 ii W. a IP% ' �. IMO la "~ ` a ri iii ii 7 5 • P0515P WATER SURFACE PK0FlLE - CHANNEL DErlNlTlON LISTING PAGE 1 :1 CARD SECT CRN NO OF AVE PIER REMIT 1 BASE [L ZR lNV Y(1) Y<2) Y(3) Y(4) Y<5> Y<6) Y(7> Y(8) Y(Y> y<N) COD[ NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CU 1 3 0 .00 .i7 4.50 .VV .0 .00 CD 2 J 0 .00 .9R 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 �� C0 5 4 2.50 wiR 3 ~~ F 0 5 1 5 P PASS. NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTiB t t t U/S DATA STATION INVERT SECT W S [LEY 2569.00 9.35 1 10.35 ELEMENT NO 2 IS A TRANSITION * * U/S DATA STATION INVERT SECT N 2585,45 9.39 2 .O14 ELEMENT NO 3 IS A TRANSITION t U/S DATA STATION INVERT SECT N 2670.00 9,59 3 .014 ELEMENT NO 4 IS A TRANSITION t U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION * $ t U/S DATA STATION INVERT SECT N 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH $ t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANS PT MAN H 274J.°0 12.5V 5 .013 .OV .VV .O0 0 ELEMENT N0 7 IS A SYSTEM HEA0WURKS � U/S DATA STATION INVERT SECT N S ELEV 2743.00 12.50 5 12.50 tvmwvvt*tU*ttti*tltI*$*lItttt*tttlI*t**t*tt*ttI*ttIttt*ttttt**t*t*ttlitItm*t This software prepared !or: CSL Engineering *tAtttf*ttUttt*ttttIt*tt*IttUtt$*$tttttitttlttt4MMOMM*t***tt*tt*t tt WARNING' NO 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN H0WKDS N.S.ELEY = IKY + DC Po IR! �� -41111MMEMMINIVAIm - - -- - F0515P PAGE 1 WATER SURFACE PROFILE LISTING sim WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE - Q = 60 C.F.S. int STATION INVERT DEPTH W.S. U YEL VEl ENERGY SUPER CRITICAL HST/ 80S[/ IL NO AVBPR el ELEV OF FLU ELEY HEAD GRD.EL. [LEY DEPTH DIA ID NO. PIER di L/ELEN SD SF AYE 8F WORN DEPTH ZR * �� 2569.A0 9.35 1.4V0 10.35O 60.0 19.90 6.150 16.500 .00 .670 .67 4.50 .OV 0 .0 TRANS SIR .00243 .118554 1.95 .00 2585.45 9.39 6.513 15.903 60.0 13.61 2.874 18.777 .00 .980 .98 4.50 .00 0 .0 MR TRANS SY8 . VV237 .030373 2.57 .00 2670.00 9.59 11.367 20.957 60.0 6.29 .614 21.571 .00 1.768 2.12 4.50 .00 0 .0 TRANS STR .01857 .005938 .04 .00 1 , 2677.00 9.72 11.218 20.93S 60.0 6.67 .690 21.628 .00 1.768 2.00 4,50 .00 0 .0 TRANS STR �1786 O\5629 .22 00 . . , . 2691.00 9.97 9.893 19.853 60,0 12.22 2.320 22.173 .00 2.393 2.50 .00 .00 0 .0 52,00 ,04865 .021398 1.11 1.486 .00 2743.00 12.50 8.466 20.966 60.0 12.22 2,320 23.286 .00 2.393 2.50 .00 .00 0 .0 o� p<�= [Z AV 2 . es g ^ 47 4 Z. ,1 % 11, 7. 0. a 0. OMR 10 MIM MR APR �� / 417 F 0 5 1 5 P RIF NO 1 WATER. SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIP= HFADINS LINE NO 2 15 - = 70 C,F.S. 3 HEADING LINE NO 3 IS - IN 41. !PR 00 eme dd 4 1 /4 @ji? ' ~ i F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE l I CAR0 SECT � N0 OF AVE PIER HEIGHT 1 BASE ZL IR lNV Y(1) Y(2) Y(3) Y(4) y(5) Y(6) Y(7) Y(8) Y(Y) Y(10) � AVE C8DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP C8 1 3 0 .VV .67 4.50 .00 .00 .00 I CD 2 3 V .00 .9E A.50 :00 .VO .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 ~� CD 5 4 2.50 /4 3 rill iiii ill �� �� fira L4 r, iii ... i. 1 ill 0.4 „ , ii MR ii II - 4101 I ; (I_ID A F05i5P PAGE NO 2 IR WATERSURFACEPROFIfE - ELEMENTCARDLlSTlNG ELEMENT NO 1 IS A SYSTEM OUTLET * t � �� U/S DATA STATl8N INYER7 SECT W S ELEV 2569,00 9,35 1 10.35 oil ELEMENT NO 2 IS A TRANSITION 1 1 1 a U/S DATA STATION INVERT SECT N 25E5.45 9.39 2 .014 [LEMENT NO 3 IS A TRANSITION $ 1 t U/S DATA STATION INVERT SECT N NO 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION * t t 40 U/S DATA STATION INVERT SECT N ig 2677,00 9.72 4 .014 ELEMENT NO 5 lS A TRANSITION t t * U/S 0ATA STATION INVERT SECT N' �� 2691.00 9.97 5 .014 1� ELEMENT NO 6 IS A REACN t t t U/S DATA STATION INVERT SECT N RADIUS ANGLE AN8 PT MAN H iiiii 2743.00 12.50 5 .013 .00 ,00 .00 0 J� �~ ELEMENT NO 7 IS A SYSTEM HEADNDKKS t * U/S DATA STATION INVERT SECT W S ELEV 00 2743.00 12.50 5 12.50 � �� ttIttI*tit*%ttittli*ttttt*t***ttIttIt*ttttttttt*lt¢**ttt*t*tt$*¢*ttttltt*It** This software prepared for: CSL Engineering 00 *4*tttt%tttt*lIttlt*ttltt*t*ttt*t*tttt/tt*tttIt*tt**tt*t*tt*tt*tt*t***ttIt¢*t 11 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 7 INCREMENT = .000010 Imi ERROR MESSAGE ND. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 6 INCREMENT = ,080010 ERROR MESSAGE NO 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 5 INCREMENT = .VOONO 1 " t$ WARNING NO 2 $1 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS IN;ER? EL[VATION IN HDNKDS W S EL[V = IN; + DC ' - ` . ^ p• ~~ A" ii ow ^ iiii ass iii oft v � � in i � � 044 a 41.1 4g\ ~ F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FUR DETENTION BASIN OUTLET PIPE ' ' Q = 70 C.F.S. sie STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASF/ II NO AVER ELEV OF FLOW ELEV HEAD GRG.EL. Fi EV DFPTH DlA ID NO. PIER 110 L/[LEM SO SF AVE HF NORM DEPTH ZR MI***tlIttltlIt*tt*****It*ttittIt*OMSMItI*t*WIt*t*tt******M*tli*gl*t*U*tlIt*tt*tttt*lItti$t**14****114*******Mtl**l*t*$* 2569.00 9.35 1.000 10.350 70.0 23.22 8.370 18.720 .00 .670 .67 4.50 .00 0 .0 TRANS STR .00243 .161366 2.65 .00 2585.45 9.39 8.518 17.908 70.0 15.87 3.912 21.820 .00 .930 .98 4.50 .00 0 .0 TRANS STR .00237 .041341 3.50 .00 S 267V,OO 9.59 15.197 24.787 70.0 7.34 .836 25.623 .00 1.959 2.12 4.50 .00 0 .O TRANS STR .01857 .008082 .06 .00 2677.00 9.72 15.041 24.761 70.0 7.78 .939 25.700 .00 1.959 2.00 4.50 .VV O .0 �� TRANS TRNNS STR .O1786 .021273 .30 .00 �� =~ 2691.00 9.97 13.314 23.264 70.0 14.26 3.157 26.441 .VO 2.441 2.50 .00 .OV 0 .O 52.00 .04865 .029125 1.51 1.650 .00 2743.00 12.50 12.299 24.799 70.0 14.26 3.157 27.956 .00 2.441 2.50 .00 .00 V .A k p� �«� = t- 3.19 + - 3.71= 1L159 ,r. *I orr fl SO ^roir �� �� MILLER DETENTION BASIN FLOW THROUGH CALCULATIONS Now inputting the appropriate data into the AES software program for the 2 year, 10 year, 25 ,,•• year, and 100 year storms provides the following results: 2 year storm: few maximum Q = 49.3 cfs maximum outflow = 19.4 cfs maximum basin depth = 2.28' (elevation = 14.78) maximum basin storage = 2.9 acre -feet 10 year storm: maximum Q = 108.9 cfs maximum outflow = 33.1 cfs 4111 maximum basin depth = 3.34' (elevation = 15.84) ■I► maximum basin storage = 5.9 acre -feet pit 25 year storm: maximum Q = 142.6 cfs OM maximum outflow = 39.6 cfs di maximum basin depth = 3.95' (elevation = 16.45) maximum basin storage = 7.8 acre -feet 100 year storm: rft maximum Q = 198.1 cfs maximum outflow = 43.4 cfs maximum basin depth = 4.98' (elevation = 17.48) maximum basin storage = 11.1 acre -feet w. 4' 00 r 4 50 S:\correspondence\545\hydtext7 SUMMARY OF RESULTS 2 YEAR: MAXIMUM BASIN OUTFLOW = 19.4 (DEVELOPED CONDITION) 90% OF 2 YEAR UNDEVELOPED CONDITION = 38.7 O.K. '44 10 YEAR: MAXIMUM BASIN OUTFLOW = 33.1 (DEVELOPED CONDITION) 90% OF 5 YEAR UNDEVELOPED CONDITION = 86.8 O.K. 25 YEAR: MAXIMUM BASIN OUTFLOW = 39.6 (DEVELOPED CONDITION) 90% OF 10 YEAR UNDEVELOPED CONDITION = 113.9 O.K. 100 YEAR: MAXIMUM BASIN OUTFLOW = 43.4 (DEVELOPED CONDITION) • 90% OF 25 YEAR UNDEVELOPED CONDITION = 157.2 O.K. lir IfMf S: \correspondence\545\hydtext8 :1 SMALL AREA UNIT HYDROGRAPH MODEL gm di (c) Copyright 1989 -90 Advanced Engineering Software (aes) Ver. 1.OA Release Date: 1/20/90 Serial # 8827 al Analysis prepared by: mom CSL Engineering, Inc. . ii 2900 Adams Street, Suite 25A Riverside, CA 92504 roo O. wo RATIONAL METHOD CALIBRATION COEFFICIENT = .90 ill TOTAL CATCHMENT AREA(ACRES) = 106.00 SOIL -LOSS RATE, Fm,(INCH /HR) = .371 LOW LOSS FRACTION = .340 ig TIME OF CONCENTRATION(MIN.) = 22.29 USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 'ft 5- MINUTE POINT RAINFALL VALUE(INCHES) = .42 10 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.06 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.51 um 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.70 OP 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.90 24 -HOUR POINT RAINFALL VALUE(INCHES) = 9.00 60 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 47.48 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 32.02 60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ++"* TIME VOLUME Q 0. 50.0 100.0 150.0 200.0 ,x1 (HOURS) (AF) (CFS) RN .37 .0000 .00 Q . . . ii .74 .2215 14.43 . Q . . . 1.11 .6660 14.52 . Q . . 1.49 1.1149 14.72 . Q . . . 1.86 1.5683 14.82 . Q . 2.23 2.0263 15.02 . Q • • 2.60 2.4891 15.13 . Q • 0 2.97 2.9570 15.35 . Q . • ii 3.34 3.4300 15.47 . Q . . . 3.72 3.9085 15.71 . Q . . • • 4.09 4.3926 15.83 . Q ii 4.46 4.8827 16.09 Q . • • 4.83 5.3788 16.23 Q • • 5.20 5.8814 16.51 . Q . . • . 00 5.57 6.3908 16.66 . Q • ii 5.94 6.9072 16.98 Q . . • • 6.32 7.4310 17.14 Q 6.69 7.9626 17.49 . Q (2) . . 7.06 8.5024 17.67 . Q . 4 ii 7.43 9.0510 18.06 . Q . • 7.80 9.6088 18.27 . Q . • ill 8.17 10.1764 18.71 Q 8.54 10.7543 18.94 . Q . • 8.92 11.3435 19.44 . Q . . 9.29 11.9445 19.71 . Q . • ii 9.66 12.5584 20.28 . Q . • 10.03 13.1860 20.60 . Q . • so 10.40 13.8288 21.28 . Q . • ii 10.77 14.4877 21.65 . Q . • 11.15 15.1647 22.46 . Q . • oft 11.52 15.8612 22.91 . Q . • iiii 11.89 16.5801 23.92 . Q . . 12.26 17.3162 24.03 . Q . • 12.63 18.0358 22.84 . Q . • ' m 13.00 18.7491 23.62 . Q 13.37 19.5027 25.47 . Q . . 13.75 20.3018 26.58 . Q . • 04 14.12 21.1605 29.35 . Q . • ii 14.49 22.0878 31.05 . Q • 14.86 23.1165 35.95 . Q . , 15.23 24.2754 39.54 . Q . . 15.60 25.6670 51.11 Q 15.97 27.4621 65.82 Q . 16.35 31.5134 198.08 . . . . Q. sm 16.72 35.2380 44.55 . Q . . 10 17.09 36.4319 33.22 . Q . 17.46 37.3697 27.86 . Q . . "^ 17.83 38.1734 24.49 . Q . . 18.20 38.8893 22.14 . Q 18.58 39.5883 23.39 . Q . . r " 18.95 40.2857 22.04 . Q . . }; 19.32 40.9453 20.93 . Q . . 19.69 41.5734 19.99 . Q . . 20.06 42.1748 19.18 . Q . . Mft Ali 20.43 42.7530 18.48 Q 20.80 43.3110 17.86 Q . 21.18 43.8510 17.31 . Q . . so 21.55 44.3750 16.82 . Q . . 21.92 44.8844 16.37 . Q 22.29 45.3807 15.96 . Q . . 22.66 45.8649 15.58 . Q . . II 23.03 46.3381 15.24 . Q . . 23.40 46.8010 14.92 . Q . . 23.78 47.2544 14.62 . Q . . M4 24.15 47.4788 .00 Q . . i lli ii FLOW - THROUGH DETENTION BASIN MODEL li SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 22.290 rin DEAD STORAGE(AF) = .00 ii SPECIFIED DEAD STORAGE(AF) FILLED = .00 e ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 iiii iii INFLOW s I V effective depth +ter (and volume) detention I V 4R 1 basin I < - -> outflow ii 1 1 ill 1 storage I basin outlet V OUTFLOW ii DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * Oil * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) .. * * .000 .000 .000 ** .500 .030 2.000* * 1.000 .510 4.500 ** 2.000 2.150 16.100* ti dO * 3.000 4.860 30.000 ** 4.000 7.980 40.500* * 5.000 11.200 43.500 ** 6.000 14.540 46.500* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: Oil INTERVAL DEPTH {S- 0*DT /2} {S +0*DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) '"" 1 .00 .00000 .00000 O O 2 .50 - .00070 .06070 3 1.00 .44092 .57908 r. 4 2.00 1.90284 2.39715 i lO 5 3.00 4.39946 5.32054 6 4.00 7.35827 8.60173 7 5.00 10.53222 11.86778 1 8 6.00 13.82617 15.25383 ON WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) "" DETENTION BASIN ROUTING RESULTS: i.a NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE w" AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. ii TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) di .372 .000 .0 .00 .0 .000 .743 .000 14.4 .87 1.9 .384 1 1.115 .000 14.5 1.11 4.8 .683 Al 1.486 .000 14.7 1.26 6.6 .932 1.858 .000 14.8 1.38 8.2 1.135 2.229 .000 15.0 1.48 9.5 1.304 ii 2.601 .000 15.1 1.57 10.6 1.443 2.972 .000 15.3 1.64 11.5 1.561 3.344 .000 15.5 1.70 12.3 1.658 il 3.715 .000 15.7 1.75 12.9 1.744 4.087 .000 15.8 1.80 13.5 1.816 4.458 .000 16.1 1.84 14.0 1.881 WO 4.830 .000 16.2 1.87 14.4 1.937 49 ii 5.201 .000 16.5 1.90 14.8 1.990 MN Ili 5.573 .000 16.7 1.93 15.1 2.037 mm 5.944 .000 17.0 1.96 15.5 2.084 6.316 .000 17.1 1.99 15.8 2.126 II 6.687 .000 17.5 2.01 16.1 2.169 7.059 .000 17.7 2.02 16.3 2.211 w' 7.430 .000 18.1 2.04 16.5 2.258 N O 7.802 .000 18.3 2.06 16.8 2.304 8.173 .000 18.7 2.08 17.0 2.356 oft 8.545 .000 18.9 2.09 17.3 2.407 so 8.916 .000 19.4 2.12 17.6 2.464 9.288 .000 19.7 2.14 17.9 2.521 gm 9.659 .000 20.3 2.16 18.2 2.586 Oil 10.031 .000 20.6 2.18 18.5 2.650 10.402 .000 21.3 2.21 18.9 2.725 10.774 .000 21.6 2.24 19.2 2.799 on 11.145 .000 22.5 2.27 19.6 2.885 0 11.517 .000 22.9 2.30 20.1 2.971 11.888 .000 23.9 2.34 20.6 3.074 A* 12.260 .000 24.0 2.37 21.1 3.165 12.631 .000 22.8 2.39 21.4 3.209 li 13.003 .000 23.6 2.41 21.7 3.268 w. 13.374 .000 25.5 2.45 22.1 3.372 ii 13.746 .000 26.6 2.50 22.7 3.492 14.117 .000 29.4 2.56 23.4 3.673 14.489 .000 31.1 2.64 24.4 3.876 on 14.860 .000 36.0 2.75 25.8 4.189 • 15.232 .000 39.5 2.89 27.5 4.559 15.603 .000 51.1 3.11 29.8 5.213 *"* 15.975 .000 65.8 3.44 32.9 6.224 00 16,346 .000 198.1 4.97 39.0 11.108 16.718 .000 44.5 4.98 43.4 11.142 P"' 17.089 .000 33.2 4.89 43.3 10.833 17.461 .000 27.9 4.74 42.9 10.370 60 17.832 .000 24.5 4.57 42.5 9.818 pm 18.204 .000 22.1 4.38 41.9 9.210 18.575 .000 23.4 4.21 41.4 8.658 OP 18.947 .000 22.0 4.03 40.9 8.080 19.318 .000 20.9 3.85 39.7 7.502 " 610 19.690 .000 20.0 3.67 38.0 6.950 i OW 20.061 .000 19.2 3.50 36.2 6.429 20.433 .000 18.5 3.35 34.5 5.939 ,,, 20.804 .000 17.9 3.20 32.9 5.478 ii 21.176 .000 17.3 3.06 31.4 5.047 21.547 .000 16.8 2.92 29.8 4.650 21.919 .000 16.4 2.79 28.0 4.292 ii 22.290 .000 16.0 2.67 26.3 3.976 22.662 .000 15.6 2.57 24.7 3.694 23.033 .000 15.2 2.48 23.4 3.444 it 23.405 .000 14.9 2.40 22.2 3.222 ii 23.776 .000 14.6 2.32 21.1 3.023 24.148 .000 .0 2.11 19.1 2.437 ii AA (5-D a, .. a 10 A PM SMALL AREA UNIT HYDROGRAPH MODEL 111 (c) Copyright 1989 -90 Advanced Engineering Software (aes) Ver. 1.OA Release Date: 1/20/90 Serial # 8827 pft 4 Analysis prepared by: ,,.ft CSL Engineering, Inc. € 2900 Adams Street, Suite 25A 40 Riverside, CA 92504 a. ^ RATIONAL METHOD CALIBRATION COEFFICIENT = .90 40 TOTAL CATCHMENT AREA(ACRES) = 107.00 SOIL -LOSS RATE, Fm,(INCH /HR) = .371 pp LOW LOSS FRACTION = .388 TIME OF CONCENTRATION(MIN.) = 23.23 40 USER SPECIFIED RAINFALL VALUES ARE USED pp RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = .32 • 30- MINUTE POINT RAINFALL VALUE(INCHES) = .82 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.19 mu € 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.12 40 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.09 24 -HOUR POINT RAINFALL VALUE(INCHES) = 6.89 sr P TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 34.00 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 27.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** """ TIME VOLUME Q 0. 37.5 75.0 112.5 150.0 40 (HOURS) (AF) (CFS) mil .39 .0000 .00 Q . . . 4 .77 .1593 9.96 . Q . . . 1.16 .4791 10.03 . Q . . . • 1.55 .8023 10.18 . Q AR A 1.94 1.1292 10.25 . Q . • . 1i 2.32 1.4599 10.41 . Q . • . 2.71 1.7944 10.50 . Q . . • • am 3.10 2.1331 10.67 . Q . di 3.48 2.4759 10.76 . Q . . . 3.87 2.8233 10.95 . Q . . • . 4.26 3.1752 11.05 . Q . . . 1 4.65 3.5320 11.25 Q 5.03 3.8939 11.36 . Q . • 5.42 4.2611 11.59 . Q . . ms 5.81 4.6339 11.71 . Q . . • 6.19 5.0127 11.96 . Q . 6.58 5.3976 12.10 Q PM 6.97 5.7892 12.38 . Q 4 7.36 6.1877 12.53 . Q . . gg NOM ii 7.74 6.5937 12.85 . Q . • 8.13 7.0076 13.02 . Q . • PO ii 8.52 7.4300 13.38 Q 8.90 7.8614 13.58 Q 9.29 8.3028 14.00 • Q . • "'" 9.68 8.7545 14.23 . Q . • iii 10.07 9.2179 14.73 . Q . . 10.45 9.6936 15.00 . Q . • wp 10.84 10.1833 15.60 . Q . 11.23 10.6879 15.94 . Q • 11.62 11.2098 16.68 . Q . • 12.00 11.7503 17.10 . Q . • p. 12.39 12.2960 17.01 . Q . 40 12.78 12.8492 17.57 . Q . • 13.16 13.4328 18.91 . Q . mom 13.55 14.0507 19.71 . Q . • 41 13.94 14.7133 21.71 . Q . 14.33 15.4195 22.43 . Q . Pm 14.71 16.1909 25.78 . Q Ili 15.10 17.0572 28.37 . Q . - 15.49 18.1205 38.09 . Q 0. 15.87 19.5098 48.75 . • Q • 16.26 22.5712 142.60 . . . . Q • illo 16.65 25.3643 31.99 . Q • • 17.04 26.2571 23.81 . Q . "... 17.42 26.9681 20.63 . Q . • 1d 17.81 27.5894 18.20 . Q . • 18.20 28.1531 17.03 . Q . • p+ 18.58 28.6863 16.30 . Q . • . 40 18.97 29.1917 15.29 . Q . 19.36 29.6680 14.47 . Q . . 19.75 30.1201 13.79 . Q . pm 20.13 30.5518 13.20 . Q . . 0 20.52 30.9659 12.69 • Q . • 20.91 31.3647 12.24 . Q . • pm 21.29 31.7498 11.83 . Q . . II 21.68 32.1227 11.48 • Q . • 22.07 32.4847 11.15 • 0 . • Pm 22.46 32.8367 10.85 . Q . . 22.84 33.1796 10.58 . Q . . • 23.23 33.5142 10.33 . Q . . w.. 23.62 33.8412 10.10 . Q . • 24.00 34.0028 .00 Q . . Mi ii 44 FLOW- THROUGH DETENTION BASIN MODEL ii SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 23.230 04 DEAD STORAGE(AF) = .00 • SPECIFIED DEAD STORAGE(AF) FILLED = .00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 omm • 8 �Z INFLOW ,P 1 di b m ■ V effective depth m (and volume) I 1 1 1 1 detention 1 V +"" 1 basin I<--> outflow lit 1 1 I „A I storage 1 basin outlet V ii OUTFLOW as ire DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 "" *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * OM * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * .000 .000 .000 ** .500 .030 2.000* Am * 1.000 .510 4.500 ** 2.000 2.150 16.100* * 3.000 4.860 30.000 ** 4.000 7.980 40.500* 60 * 5.000 11.200 43.500 ** 6.000 14.540 46.500* Am BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: ON INTERVAL DEPTH {S- 0*DT /2) {S +0*DT /2) NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 .00 .00000 .00000 10 2 .50 - .00200 .06200 3 1.00 .43801 .58199 pm 4 2.00 1.89242 2.40758 5 3.00 4.38004 5.33996 60 6 4.00 7.33206 8.62794 7 5.00 10.50406 11.89594 a 8 6.00 13.79606 15.28394 So WHERE S =STORAGE(AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: ii NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. tiO TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE 10 (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ii .387 .000 .0 .00 .0 .000 .774 .000 10.0 .75 1.6 .267 '""! 1.161 .000 10.0 .96 3.8 .468 di 1.549 .000 10.2 1.08 4.8 .638 1.936 .000 10.3 1.16 5.9 .778 , 2.323 .000 10.4 1.23 6.8 .893 .; 2.710 .000 10.5 1.29 7.5 .988 3.097 .000 10.7 1.34 8.2 1.068 3.485 .000 10.8 1.38 8.7 1.134 Am 3.872 .000 10.9 1.42 9.1 1.193 di 4.259 .000 11.0 1.45 9.5 1.242 4.646 .000 11.3 1.47 9.8 1.288 MR 5.033 .000 11.4 1.50 10.1 1.327 5.420 .000 11.6 1.52 10.4 1.365 di 5.807 .000 11.7 1.54 10.7 1.398 4 6, 6.195 .000 12.0 1.56 10.9 1.432 Am 6.582 .000 12.1 1.58 11.1 1.463 d ll 6.969 .000 12.4 1.60 11.4 1.496 7.356 .000 12.5 1.62 11.6 1.526 II 7.743 .000 12.8 1.64 11.8 1.559 8.130 .000 13.0 1.66 12.0 1.591 8.518 .000 13.4 1.68 12.3 1.627 4. ,4. 8.905 .000 13.6 1.70 12.5 1.661 NI 9.292 .000 14.0 1.73 12.8 1.700 9.679 .000 14.2 1.75 13.0 1.738 P 10.066 .000 14.7 1.78 13.3 1.782 ii 10.454 .000 15.0 1.80 ' 13.7 1.825 10.841 .000 15.6 1.83 14.0 1.877 .M 11.228 .000 15.9 1.86 14.4 1.928 ' 11.615 .000 16.7 1.90 14.7 1.990 ON 12.002 .000 17.1 1.94 15.2 2.051 12.389 .000 17.0 1.97 15.6 2.097 7. 12.777 .000 17.6 2.00 15.9 2.150 li 13.164 .000 18.9 2.03 16.3 2.233 13.551 .000 19.7 2.07 16.8 2.328 eA 13.938 .000 21.7 2.12 17.4 2.466 l e 14.325 .000 22.4 2.17 18.1 2.606 14.712 .000 25.8 2.25 19.0 2.823 O , 15.100 .000 28.4 2.34 20.2 3.084 15.487 .000 38.1 2.53 22.2 3.592 15.874 .000 48.8 2.81 25.4 4.339 16.261 .000 142.6 3.95 33.7 7.825 ..m 16.648 .000 32.0 3.87 39.6 7.582 ii 17.035 .000 23.8 3.72 38.4 7.116 17.423 .000 20.6 3.56 36.7 6.601 P. Li 17.810 .000 18.2 3.39 35.0 6.065 18.197 .000 17.0 3.22 33.2 5.548 18.584 .000 16.3 3.06 31.5 5.062 r ,. 18.971 .000 15.3 2.90 29.7 4.602 L io 19.358 .000 14.5 2.75 27.6 4.182 19.746 .000 13.8 2.61 25.6 3.805 20.133 .000 13.2 2.49 23.7 3.468 r 20.520 .000 12.7 2.38 22.1 3.167 1 kr 20.907 .000 12.2 2.28 20.6 2.899 21.294 .000 11.8 2.19 19.3 2.659 it 21.681 .000 11.5 2.11 18.2 2.445 i i 22.069 .000 11.1 2.04 17.1 2.254 22.456 .000 10.9 1.96 16.1 2.085 UR 22.843 .000 10.6 1.87 15.1 1.940 ' 23.230 .000 10.3 1.80 14.2 1.817 23.617 .000 10.1 1.73 13.4 1.712 24.004 .000 .0 1.51 11.7 1.338 ir II 00 ii mol II -• 5¢ 0" r illi 1 i * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * SMALL AREA UNIT HYDROGRAPH MODEL Fft I I (c) Copyright 1989 -90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 8827 hi Analysis prepared by: CSL Engineering, Inc. 7! 2900 Adams Street, Suite 25A II Riverside, CA 92504 RI ii RATIONAL METHOD CALIBRATION COEFFICIENT = .90 II TOTAL CATCHMENT AREA(ACRES) = 104.00 SOIL -LOSS RATE, Fm,(INCH /HR) = .371 LOW LOSS FRACTION = .422 TIME OF CONCENTRATION(MIN.) = 24.00 ii USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 77 5- MINUTE POINT RAINFALL VALUE(INCHES) = .27 II 30- MINUTE POINT RAINFALL VALUE(INCHES) = .69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.00 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.63 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.68 I lle TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 26.25 :: TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 22.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME 0 0. 27.5 55.0 82.5 110.0 r m { (HOURS) (AF) (CFS) flrr .40 .118 0 7.14 . Q . . .80 .3548 7.19 • Q . . . ill 1.20 .5944 7.30 . Q . . • 1.60 .8369 7.36 . Q • ii 2.00 1.0822 7.48 . Q . 2.40 1.3307 7.55 . Q . 2.80 1.5823 7.68 . Q . 3.20 1.8373 7.75 . Q • II 3.60 2.0957 7.89 Q • 4.00 2.3578 7.96 Q . 4.40 2.6237 8.12 . Q . . 140 4.80 2.8935 8.20 . Q . . di 5.20 3.1676 8.38 . Q . . 5.60 3.4461 8.47 . Q . - 6.00 3.7293 8.66 . Q . • ii 6.40 4.0173 8.76 • Q . . • 6.80 4.3106 8.98 . Q . • 7.20 4.6094 9.10 . Q • ® • Po. 7.60 4.9141 9.34 . Q • • i ° illo II 8.00 5.2250 9.47 . Q . • II 8.40 5.5427 9.75 • Q . • 8.80 5.8676 9.90 Q 9.20 6.2003 10.23 . Q . • 9.60 6.5413 10.40 . Q . . oft ii 10.00 6.8916 10.79 . Q . • 10.40 7.2517 11.00 . Q . • 10.80 7.6230 11.46 . Q . • 11.20 8.0062 11.72 . Q . • ii 11.60 8.4033 12.30 . Q . • 12.00 8.8153 12.63 . Q . • 12.40 9.2418 13.18 . Q . • 12.80 9.6845 13.61 . Q . • Id 13.20 10.1514 14.64 . Q . • 13.60 10.6454 15.25 . Q . • eyw 14.00 11.1749 16.79 . Q . • li 14.40 11.7428 17.57 . Q . • 14.80 12.3651 20.08 . Q . • !** 15.20 13.0616 22.05 . Q . 15.60 13.9069 29.09 . Q • 16.00 14.9991 36.99 . • Q • o ,, 16.40 17.4110 108.93 . . . Q. 16.80 19.6216 24.81 Q. 17.20 20.3387 18.57 Q . , • 17.60 20.9095 15.96 . Q . 4r ii 18.00 21.4062 14.09 . Q • • 18.40 21.8537 12.98 Q • • 18.80 22.2667 12.00 . Q . , Pm ii 19.20 22.6505 11.22 Q 19.60 23.0111 10.59 Q 20.00 23.3524 10.06 . Q . • :: 20.40 23.6775 9.61 . Q . • 20.80 23.9886 9.21 Q , 21.20 24.2875 8.87 . Q . 21.60 24.5757 8.56 . Q . , 22.00 24.8543 8.29 . Q . . 22.40 25.1242 8.04 . Q . . 22.80 25.3864 7.82 . Q . , i: 23.20 25.6414 7.61 . Q 23.60 25.8899 7.42 . Q 24.00 26.1324 7.25 . Q . . IR 24.40 26.2522 .00 Q . . ii P FLOW - THROUGH DETENTION BASIN MODEL II SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 24.000 DEAD STORAGE(AF) = .00 II SPECIFIED DEAD STORAGE(AF) FILLED = 14.54 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 ew ill INFLOW g 4 m * V _ effective depth (and volume) I detention I V basin I<--> outflow lo• M I \ I storage I basin outlet Mil V ii OUTFLOW ii DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * II * .000 .000 .000 ** .500 .030 2.000* * 1.000 .510 4.500 ** 2.000 2.150 16.100* iii * 3.000 4.860 30.000 ** 4.000 7.980 40.500* * 5.000 11.200 43.500 ** 6.000 14.540 46.500* sn BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: ii INTERVAL DEPTH {S- 0 *DT /2} {S +0*DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 .00 .00000 .00000 !"' 2 .50 - .00306 .06306 ii 3 1.00 .43562 .58438 4 2.00 1.88388 2.41612 rm 5 3.00 4.36413 5.35587 ili 6 4.00 7.31058 8.64942 7 5.00 10.48099 11.91901 8 6.00 13.77141 15.30859 r WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) III DETENTION BASIN ROUTING RESULTS: :: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. i: TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ii .400 .000 7.1 .67 1.4 .189 .800 .000 7.2 .80 3.2 .322 1.200 .000 7.3 .92 3.8 .437 1.600 .000 7.4 1.02 4.4 .535 al 2.000 .000 7.5 1.07 5.0 .618 2.400 .000 7.5 1.11 5.5 .686 ,: 2.800 .000 7.7 1.14 5.9 .743 di 3.200 .000 7.7 1.17 6.3 .790 3.600 .000 7.9 1.20 6.6 .832 4.000 .000 8.0 1.22 6.9 .867 4.400 .000 8.1 1.24 7.1 .900 ii 4.800 .000 8.2 1.25 7.4 .928 5.200 .000 8.4 1.27 7.6 .955 mm 5.600 .000 8.5 1.29 7.7 .979 6.000 .000 8.7 1.30 7.9 1.004 6.400 .000 8.8 1.32 8.1 1.027 6.800 .000 9.0 1.33 8.2 1.051 wm 7.200 .000 9.1 1.34 8.4 1.074 II 7.600 .000 9.3 1.36 8.6 1.099 8.000 .000 9.5 1.37 8.8 1.123 le 8.400 .000 9.8 1.39 8.9 1.150 8.800 .000 9.9 1.41 9.1 1.176 9.200 .000 10.2 1.42 9.3 1.206 M 9.600 .000 10.4 1.44 9.5 1.235 II 10.000 .000 10.8 1.46 9.7 1.269 10.400 .000 11.0 1.48 10.0 1.303 , 10.800 .000 11.5 1.51 10.2 1.343 11.200 .000 11.7 1.53 10.5 1.382 11.600 .000 12.3 1.56 10.8 1.431 12.000 .000 12.6 1.59 11.2 1.478 II 12.400 .000 13.2 1.62 11.5 1.532 12.800 .000 13.6 1.66 11.9 1.588 13.200 .000 14.6 1.70 12.4 1.662 : 13.600 .000 15.3 1.75 12.9 1.739 14.000 .000 16.8 1.81 13.6 1.846 14.400 .000 17.6 1.88 14.3 1.953 ■• 14.800 .000 20.1 1.98 15.3 2.112 NS 15.200 .000 22.1 2.06 16.4 2.300 15.600 .000 29.1 2.19 17.8 2.673 0 " 16.000 .000 37.0 2.40 20.2 3.228 ._ 16.400 .000 108.9 3.34 27.6 5.916 IN 16.800 .000 24.8 3.25 33.1 5.643 17.200 .000 18.6 3.11 31.9 5.202 P ' 17.600 .000 16.0 2.95 30.2 4.730 li 18.000 .000 14.1 2.78 28.1 4.266 18.400 .000 13.0 2.62 25.9 3.840 04 18.800 .000 12.0 2.48 23.8 3.451 i '' 19.200 .000 11.2 2.35 21.9 3.099 19.600 .000 10.6 2.23 20.2 2.783 fm* 20.000 .000 10.1 2.13 18.6 2.500 `." 20.400 .000 9.6 2.04 17.2 2.247 ill 20.800 .000 9.2 1.92 15.9 2.026 21.200 .000 8.9 1.81 14.6 1.838 r" 21.600 .000 8.6 1.71 13.3 1.680 iii 22.000 .000 8.3 1.63 12.3 1.547 22.400 .000 8.0 1.56 11.4 1.435 I: 22.800 .000 7.8 1.51 10.7 1.340 23.200 .000 7.6 1.46 10.1 1.258 23.600 .000 7.4 1.41 9.5 1.188 24.000 .000 7.2 1.38 9.1 1.127 PP ii 24.400 .000 .0 1.22 7.9 .865 To ii r ii in 1' ... to 58 iii Il No SMALL AREA UNIT HYDROGRAPH MODEL ( c) Copyright 1989 -90 Advanced Engineering Software (aes) Ver. 1.OA Release Date: 1/20/90 Serial # 8827 ii Analysis prepared by: CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ii ;I RATIONAL METHOD CALIBRATION COEFFICIENT = .90 TOTAL CATCHMENT AREA(ACRES) = 102.40 SOIL -LOSS RATE, Fm,(INCH /HR) = .371 LOW LOSS FRACTION = .503 ii TIME OF CONCENTRATION(MIN.) = 26.43 USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 OR ila 5- MINUTE POINT RAINFALL VALUE(INCHES) = .15 II 30- MINUTE POINT RAINFALL VALUE(INCHES) = .43 1 -HOUR POINT RAINFALL VALUE(INCHES) = .64 owl 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.18 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.75 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.35 OW TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 12.91 PO TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 15.67 II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 (HOURS) (AF) (CFS) .44 .0550 3.02 . Q . il .88 .1657 3.05 Q 1.32 .2780 3.12 Q • 1.76 .3922 3.15 . Q . . . 2.20 .5082 3.22 . Q . . • II 2.64 .6261 3.26 . Q . 3.08 .7461 3.33 . Q . • O► 3.52 .8682 3.38 . Q . ■ 3.96 .9927 3.46 . Q . . • 4.40 1.1195 3.51 . Q . • 4.85 1.2489 3.60 . Q . . . il 5.29 1.3809 3.65 Q • 5.73 1.5159 3.76 Q . 6.17 1.6538 3.82 . Q . . • 4" 6.61 1.7951 3.94 . Q . . . 60 7.05 1.9398 4.01 . Q . • 7.49 2.0882 4.15 . Q . 5. 1 . .. 7.93 2.2407 4.23 . Q . • • '' 8.37 2.3976 4.39 . Q • ii 8.81 2.5592 4.48 . Q . . 9.25 2.7261 4.68 . Q . . 9.69 2.8985 4.79 Q 10.13 3.0774 5.04 Q . 10.57 3.2632 5.17 . Q . . i; 11.01 3.4571 5.48 Q • 11.45 3.6596 5.65 Q . 11.89 3.8727 6.05 . Q . . 12.33 4.1125 7.12 . Q . • VD 12.77 4.3908 8.17 . Q . . 13.22 4.6943 8.50 . Q . . 13.66 5.0185 9.31 Q . . ii 14.10 5.3670 9.83 . Q . . 14.54 5.7469 11.04 . Q . . 14.98 6.1675 12.07 . Q. . t, 15.42 6.6756 15.84 . • Q . 15.86 7.3349 20.38 . . Q . 16.30 8.6035 49.32 . . . . Q. MI 16.74 9.7470 13.50 Q z 17.18 10.1801 10.29 Q • 17.62 10.5290 8.88 . Q . . OR 18.06 10.8340 7.88 . Q . . ii 18.50 11.0839 5.84 Q 18.94 11.2871 5.32 . Q . 19.38 11.4732 4.91 . Q . . 4* 19.82 11.6460 4.58 . Q 20.26 11.8078 4.31 . 0 . . 20.70 11.9604 4.08 . Q . . w 21.14 12.1052 3.88 . Q . . ii 21.58 12.2432 3.71 . Q . . 22.03 12.3753 3.55 . Q . . 22.47 12.5022 3.42 . Q . . 22.91 12.6244 3.30 . Q . . - 23.35 12.7424 3.19 . Q . . 23.79 12.8566 3.09 . Q . . 24.23 12.9127 .00 Q . . iii OPP iiii FLOW - THROUGH DETENTION BASIN MODEL ii SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 26.430 !► DEAD STORAGE(AF) = .00 li SPECIFIED DEAD STORAGE(AF) FILLED = 14.54 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 ii INFLOW is 1 1 V _effective depth m. (and volume) ii ` l I I 1 detention 1 1 V 0 ,m 1 basin I < - - >I outflow ill ii i 1 I storage I basin outlet V VI OUTFLOW ii DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 ,: *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * II * ( FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * .000 .000 .000 ** .500 .030 2.000* * 1.000 .510 4.500 ** 2.000 2.150 16.100* * 3.000 4.860 30.000 ** 4.000 7.980 40.500* * 5.000 11.200 43.500 ** 6.000 14.540 46.500* 1 A BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: kI INTERVAL DEPTH {S- O *DT /2} {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 .00 .00000 .00000 ii 2 .50 - .00640 .06640 3 1.00 .42809 .59191 4 2.00 1.85694 2.44306 5 3.00 4.31393 5.40607 il 6 4.00 7.24280 8.71720 7 5.00 10.40819 11.99181 l 8 6.00 13.69358 15.38642 II WHERE S= STORAGE(AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) ,: DETENTION BASIN ROUTING RESULTS: II NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. ii TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) P III li .440 .000 3.0 .54 1.1 .070 .881 .000 3.1 .57 2.3 .098 pm 1.321 .000 3.1 .60 2.4 .123 Iii 1.762 .000 3.2 .62 2.5 .146 2.202 .000 3.2 .64 2.7 .166 2.643 .000 3.3 .66 2.8 .184 1" II 3.083 .000 3.3 .68 2.9 .202 3.524 .000 3.4 .70 2.9 .218 3.964 .000 3.5 .71 3.0 .234 4.405 .000 3.5 .73 3.1 .249 ii 4.845 .000 3.6 .74 3.2 .264 5.286 .000 3.7 .76 3.3 .279 1: 5.726 .000 3.8 .78 3.3 .294 II 6.167 .000 3.8 .79 3.4 .309 6.607 .000 3.9 .81 3.5 .325 7.048 .000 4.0 .82 3.6 .341 III 7.488 .000 4.1 .84 3.7 .358 7.929 .000 4.2 .86 3.8 .376 8.369 .000 4.4 .88 3.9 .395 r 8.810 .000 4.5 .90 4.0 .415 r 9.250 .000 4.7 .92 4.1 .437 9.691 .000 4.8 .95 4.2 .460 / / 10.131 .000 5.0 .98 4.3 .486 tp la 10.572 .000 5.2 1.00 4.4 .512 ii 11.012 .000 5.5 1.02 4.6 .543 11.453 .000 5.7 1.04 4.8 .573 1 11.894 .000 6.1 1.06 5.1 .609 ii 12.334 .000 7.1 1.10 5.4 .671 12.775 .000 8.2 1.15 5.9 .752 " 13.215 .000 8.5 1.19 6.5 .826 iii 13.656 .000 9.3 1.24 7.0 .909 14.096 .000 9.8 1.29 7.6 .990 OP 14.537 .000 11.0 1.35 8.3 1.091 il 14.977 .000 12.1 1.42 9.0 1.203 15.418 .000 15.8 1.55 10.1 1.411 15.858 .000 20.4 1.74 12.0 1.717 16.299 .000 49.3 2.28 16.5 2.911 16.739 .000 13.5 2.20 19.4 2.695 17.180 .000 10.3 2.10 18.2 2.408 ii 17.620 .000 8.9 1.98 16.7 2.124 18.061 .000 7.9 1.83 15.0 1.865 18.501 .000 5.8 1.66 13.1 1.599 18.942 .000 5.3 1.53 11.4 1.377 19.382 .000 4.9 1.42 10.0 1.193 19.823 .000 4.6 1.32 8.8 1.040 20.263 .000 4.3 1.25 7.8 .913 ilm ii 20.704 .000 4.1 1.18 7.0 .807 21.144 .000 3.9 1.13 6.3 .719 21.585 .000 3.7 1.08 5.7 .646 :1 22.025 .000 3.6 1.05 5.2 .584 iii 22.466 .000 3.4 1.01 4.8 .532 22.906 .000 3.3 .98 4.5 .488 i: 23.347 .000 3.2 .94 4.3 .448 23.787 .000 3.1 .90 4.1 .412 24.228 .000 .0 .76 3.6 .279 i: :: r II ii AI II r ii 62 CSL ENGINEERING, INC. ill CIVIL ENGINEERING • SURVEYING • LAND PLANNING /4 it c ER g i4 SfN sP/«.wAY Q joo = /9 8 • 1 (re g. SMP+ LL Agetk uw HYD(Zo GAPt4 MopE.L) ¢/ 2, D � - A•C. PAVe.14E4T S L_o `PE o f SPi C C 6),4 Y = S'0 = 0 0 o7/ V - 0, 0 15 --� USE 1e- coGR S T-AgL.e 7— II Q'h ' Slz E (198.1) (.015) _ , 00 - 7 `24 / - P ti , a� t) = o, 1 < !/ ■ 0. K., 11651 Sterling Avenue, Suite E Riverside, CA 92503 (909) 785 -5122 FAX (909) 785 -5180 w. STEADY UNIFORM FLOW IN OPEN CHANNELS 7 -43 T able 7 -11. Values of K i n Formula. Q = i K' b3is1/2 for Trapezoidal Channels D = depth of water b = bottom width of channel Side slopes of channel, ratio of horizontal to vertical D b ti tial cal X -1 3M -1 • % -1 1 -1 134-1 2 -1 234-1 3 -1 4 - 1 i .01 . 00068 : 00068 . 00069 . 00069 . 00069 .00069 .00069 .00069 .00070 .00070 . 02 .00213 .00215 .00216 .00217 .00218 .00220 .00221 .00222 .00223 .00225 .03 .00414 .00419 .00423 .00426 .00428 .00433 .00436 .00439 .00443 .00449 . 04 . 00660 . 00670 . 00679 . 00685 . 00691 .00700 .00708 .00716 .00723 .00736 .05 .00946 .00964 .00979 .00991 .01002 .01019 .01033 .01047 .01060 .01086 .06 .0127 .0130 .0132 .0134 .0136 .0138 .0141 .0143 .0145 .0150 • . 07 .0162 .0166 .0170 .0173 .0175 .0180 .0183 .0187 .0190 .0197 on .08 .0200 .0206 .0211 .0215 .0219 .0225 .0231 .0236 .0240 .0250 iii .09 .0241 .0249 .0256 .0262 .0267 .0275 .0282 .0289 .0296 .0310 .10 .0284 .0294 .0304 .0311 .0318 .0329 .0339 .0348 .0358 .0376 .11 .0329 .0343 .0354 .0364 .0373 .0387 .0400 .0413 .0424 .0448 illi .12 .0376 .0393 .0408 .0420 .0431 .0450 .0466 .0482 .0497 .0527 1 .13 .0425 .0446 .0464 .0480 .0493 .0516 .0537 .0556 .0575 .0613 .14 .0476 .0502 .0524 .0542 .0559 .0587 .0612 .0636 .0659 .0706 ' L . .15 .0528 .0559 .0585 .0608 .0627 .0662 .0692 .0721 .0749 .0805 j .16 .0582 .0619 .0650 .0676 .0700 .0740 .0777 .0811 .0845 .0912 , L. .17 .0638 .0680 .0716 .0748 .0775 .0823 .0866 .0907 .0947 .1026 .18 .0695 .0744 .0786 .0822 .0854 .0910 .0960 .1008 .1055 .1148 .19 .0753 .0809 .0857 .0899 .0936 .1001 .1059 .1115 .1169 .1277 .20 .0812 .0876 .0931 .0979 .1021 .1096 .1163 .1227 .1290 .1414 j .21 .0873 .0945 .101 .106 .111 .120 .127 .135 .142 .156 4 .22 .0934 .1015 .109 .115 .120 .130 .139 .147 .155 .171 .23 .0997 .1087 .117 .124 .130 .141 .150 .160 .169 .187 r .24 .1061 .1151 .125 .133 .140 .152 .163 .173 .184 .204 Eiz .25 .1125 .1236 .133 .142 .150 .163 .176 .188 .199 .222 .26 .119 .131 .142 .152 .160 .175 .189 .202 .215 .241 12 .27 .126 .139 .151 .162 .171 .188 .203 .218 .232 .260 .28 .132 .147 .160 .172 .182 .201 .217 .234 .249 .281 .29 .139 .155 .170 .182 .194 .214 .232 .250 .268 .302 .30 .146 .163 .179 .193 .205 .228 .248 .267 .287 .324 • .31 .153 .172 .189 .204 .218 .242 .264 .285 .306 .347 .32 .160 .180 .199 .215 .230 .256 .281 .304 .327 .371 .33 .167 .189 .209 .227 .243 .271 .298 .323 .348 .396 #'"! .34 .174 .198 .219 .238 .256 .287 .316 .343 .370 .423 .35 .181 .207 .230 .251 .269 .303 .334 .363 .392 .450 .36 .189 .216 .241 .263 .283 .319 .353 .385 .416 .478 • .37 .196 .225 .252 .275 .297 .336 .372 .406 .440 .507 . 38 .203 .234 .263 .288 .312 .353 .392 .429 .465 .537 .39 .211 .244 .274 .301 .326 .371 .413 .452 .491 .568 . 40 .218 .253 .286 .315 .341 .389 .434 .476 .518 .600 .41 .226 .263 .297 .328 .357 .408 .456 .501 .546 .633 .42 .233 .273 .309 .342 .373 .427 .478 .526 .574 .668 .43 .241 .283 .321 .357 .389 .447 .501 .553 .603 .703 61 04'9 .44 .248 .293 .334 .371 .405 .467 .525 .580 .633 .740 .45 .256 .303 .346 .386 .422 .488 .549 .607 .664 .777 N R I CSI ENGINEERING INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING • G H EC K T 1 M E 1R..E U l 2E D To DIz Po NI TI E 73Pt S 1 r4 FF-0M TI-}E PAP & pE'TH l STol2P1G E po l r.J T : T NE /oo yEA R STORM EVENT' W ILL PRov I DE "rill-7: WORST CRS E Q loo STo'RM Ft-bW - T1-MOv CA-1 BQ\S IM ' @ YEAK Depk -1- / S��+ Qou-r = ¢ efs , Velu = ll, / ¢ At.-Ft. bePi -I, = 4-,1 B ' -- - 4 .- • o ur; a"fe( o. = c w = .4•¢ - F @ 7 / � pe K QouT � � , � �s , V,lu e Z A� T. @ De.YttA — 2 0 P . • QouT = /6.l c� s Vol uwee = 2, l S Ae -fit Avc,, Q = 17 cfs a Vo1vw,e = 0.29 A -c1. . p T;rMe = (t Volww,e) ,‹ (43.560 sF /Ac) _ o.Zo Ineors C 4 Pe V G . > (3 60 0 see /µ R) -.- @ /, 6y 1neJc s acit k■ : q c, ki T ' /6p .1 CF S Ve1v.vAt = Z, / S At, -tT. r �• @ � De.ptt■ _ _ /, 0 Q .-r -- ¢L. S 4s. Vo1u,,e = 0.51 AC,FT NI G. Q - I. 1 c i s A V o 1,,, i e= /- 4. ikc —T.T. tor t TIME =. �/' -- C 9 3 ,N 6 ^ r.9 3 t nours 0 / 0. I ) (7 I - +, 9 , 54 I s ctkec �eax . Qov- = ¢.S c-k-s Ve 1uv.A e = 0.Sl #t -FT. 71 @ Dep`t. 0.o' Qo„-r _ 0.0 cars vo \v,w•e -- o.a qt -P1: NIG. c - 2.25 c.-Cs Q \W%- - 6,51 - Ac -T. nTOAVI, - c , (e1-7,s (Z.25) C3 /600 / — 2,1 (, —e "' @ 1 2.30 l our $ c•+er Pear % Qou = 0.0 c r Volume = 0.0 At. F( gA 5IN I ID RPel0cb vv IT - /-FIN 24 H-ouRs i O. , (05 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 INTERIM DETENTION BASIN CALCULATIONS 4 w Now the AES program for small area unit hydrograph and the detention basin routing require two graphs of input data. The first graph is the depth versus volume data and the second graph is the depth versus outflow data. Both of these graphs are based upon the depth of water above the flowline of the outlet pipe, which is 39.60. REFER TO THE NEXT TWO PAGES FOR THE GRAPHS OF THESE DATA 3 DATA FOR DEPTH VERSUS VOLUME: 3 D = 0.5' V = 0.35 acre -feet D = 1.0' V = 0.71 acre -feet D = 1.5' V = 1.08 acre -feet D = 2.0' V = 1.46 acre -feet D = 2.5' V = 1.86 acre -feet D = 3.0' V = 2.27 acre -feet DATA FOR DEPTH VERSUS OUTFLOW: THE FOLLOWING DATA WAS DERIVED FROM HYDRAULIC CALCULATIONS AS SHOWN ON THE SUBSEQUENT PAGES (2) 15" PIPES (4) 15" PIPES D = 0.60' Q = 2.0 cfs Q = 4.0 cfs L D = 0.89' Q = 4.0 cfs Q = 8.0 cfs D = 1.10' Q = 6.0 cfs Q = 12.0 cfs ��""., D = 1.28' Q = 8.0 cfs Q = 16.0 cfs dill D = 1.46' Q = 10.0 cfs Q = 20.0 cfs D = 1.62' Q = 12.0 cfs Q = 24.0 cfs "' R D = 1.91' Q = 14.0 cfs Q = 28.0 cfs D = 2.23' Q = 16.0 cfs Q = 32.0 cfs D = 2.58' Q = 18.0 cfs Q = 36.0 cfs D = 2.97' Q = 20.0 cfs Q = 40.0 cfs D = 3.41' Q = 22.0 cfs Q = 44.0 cfs BY INTERPOLATION THE FOLLOWING DATA IS DERIVED: D = 0.5' Q = 4.2 cfs D = 1.0' Q = 10.2 cfs D = 1.5' Q = 21.0 cfs D = 2.0' Q = 29.2 cfs D = 2.5' Q = 35.0 cfs D = 3.0' Q = 40.2 cfs 3 01^% S:\correspondence\545\hydtext9 0 aiO ! ... . .. -I rilliHr-1, III'S -111-I ;Kiimi sissommaapnalmommul I J. I 1--1 . I .-. 111111111111111111 IIPVIIIEIIIIIIIIIIIIIIIIIIIIN :)'HICIIIII'Ii;j41';::41.1,1,;,..i I V - — . 1 - — ._ :.- -. f - • ill : 1 1_C.T. ... 1 E I II 6, - - -- - ' II II!',,:' ii,', ,,: ,,.. • I I! , s , -: II . I ! i i ,, i • , .. • • , , . 1 •,,, i ___. divit ., 6 1 ; . kthi ._ 11 . 1 1 _ 1 Ii , , , , ., ,.. . ,; : ,, • • • • . • . , , ,, u,'•[-1 1 -I 1. ' , , i 'LAND. PLAIVNING 1 1...1...1-.4-1-4--tr- II , , 1, I 1 !I I 1 h, 11_1_1.11_! 14 :.1.11...., i • ! ' ' ', 1, 11 --'--- 1 -- ______ . ' " ll 1 i - '1 .1-. -• - i' ",1 ' :', 1 ,1' 1 r .I .. ', _ _. I :1 - - - - ------ - • 1- -_, .. .. • .1. 1 IH •:,.. . r.., - 11 .4; -- 1 1 I I I i 1 i L i : • " , ' ' - , II III h t , 1 I- ■- 1.1'-i. 1 . L • ' ' 1 - - -- -- .-- - ----.. i 1 • 114t-- I ill '14 ----- ---- -- ------ ------ • - 1 1 - I 1 11 1 1 I j- -- .. i '. I. . I 1. __ I I 1 1 I I, .. , . 1 i I '1 I i i • t 1 --- - I - ' • --- 1 I CI I 1 [I.11 . - i--•.. • [1,-Ili !1-111!,l''-1 1 III iill _1,; . . 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Z Hy, f /NA L Li Ii6L !N 'Astnt t..r /LL BE uPSrK tea" Owe , 71.6o no He. r Li • F C C rib cu r 6 K EAT c -- - 7741504 6. 4 S c F t p / A E ( N I L L. 176- p 6 sr v,et ri o w • GA L c VI.,/4-- ,'1 = Sc s L A iv/t A - /'Z f-fv. f,./A /IGL IN .13i4S /A/ tNiId_ BC /PSrz & NV EMT, 39,6o pt.') .1 He , ri r 5 e HYPiz LI c CALc.0 (.- AT(o c ON ,..- -- N e)&-r Fp, G E i i on Ii g it 11651 Sterling Avenue, Suite E Riverside, CA 92503 (909) 785 -5122 FAX (909) 785 -5180 CS ENGINEERING, INC. a • • CIVIL ENGINEERING SURVL'YIl�IG LAND PLANNING 4 a SEE k,N S - 7 - AgLt. 7 -/4 e 7 -4 roe (i) is" r/r6 i 4 , Q (CFJ) k` I end I i (FT) Am ( V (FP$) I (-1 e CST, 'Dert ((T) / .°7/8 •27 .34 .27 3.70 .26 o. 6,o 3 - Z ./4-35 .18 . 48 . 43 4-. 67 .41 o.89 , 2/53 .4-8 .60 , 58 5,17 .56 /,10 4 .2876 ,57 .11 . - 1Z 5.5¢ .57 /. 28 I s •3S • && .83 . 86 S. 8z 63 /, 46 • 4306 .76 . 9S /. o° (, vo . 61 /. 6.2 i fo,e (I) 15" Ply Q (cFS� 5. f / 4 (F-r' V (FPS) He &1 per + (r 7 ,o/177 .4-1 5.6/' ,6 /, it"i _ 9 , o x537 ,54- 6.50 .7q 2,2 E il . 0 ,946 .68 732 /.00 2. (o , o 4-o , 8 ¢ 8.13 /.23 Z.97 /1 ,n /.02 5,94- 1. 3. Der*L 39. ZS + (2S + 1- H - 39.6.o ii 0 iii 11651 Sterling Avenue, Suite E Riverside, CA 92503 (909) 785 -5122 FAX (909) 785 -5180 Table 7 -14. Values of K' for Circular Channels in the Formula K' Q= dY3 rt D = depth of water d = diameter of channel - D .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 .0 .00007 .00031 .00074 .00138 .00222 .00328 .00455 .00604 .00775 .1 .00967 .0118 .0142 .0167 .0195 .0225 .0257 .0291 .0327 .0366 .2 .0406 .0448 .0492 .0537 .0585 .0634 .0686 .0738 .0793 .0849 . 3 .0907 .0966 .1027 .1089 .1153 .1218 .1284 .1352 .1420 .1490 *.! .4 .1561 .1633 .1705 .1779 .1854 .1929 .2005 .2082 .2160 .2238 .5 .232 .239 .247 .255 .263 .271 .279 .287 .295 .303 .6 .311 .319 .327 .335 .343 .350 .358 .366 .373 .380 .7 .388 .395 .402 .409 .416 .422 .429 .435 .441 .447 . 8 .453 .458 .463 .468 .473 .477 .481 .485 .488 .491 .9 .494 .496 .497 .498 .498 .498 .496 .494 .489 .483 1.0 .463 • I r 6 1 STEADY UNIFORM FLOW IN OPEN CHANNELS 7 -35 • Table 7 -4. For Determining the Area a of the Cross Section of a Circular Conduit Flowing Part Full Let diameter of channel d - D and Ca = the tabulated value. Then a = C - D .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 • d .0 .0000 .0013 .0037 .0069 .0105 .0147 .0192 .0242 .0294 .0350 .1 .0409 .0470 .0534 .0600 .0668 .0739 :0811 .0885 .0961 .1039 .2 .1118 .1199 .1281 .1365 .1449 .1535 .1623 .1711 .1800 .1890 .3 .1982 .2074 .2167 .2260 .2355 .2450 .2546 .2642 .2739 .2836 .4 .2934 .3032 .3130 .3229 .3328 .3428 .3527 .3627 .3727 .3827 OPP .5 .393 .403 .413 .423 .433 .443 .453 .462 .472 .482 .6 .492 .502 .512 .521 .531 .540 .550 .559 .569 .578 .7 .587 .596 .605 .614 .623 .632 .640 .649 .657 .686 .8 .674 .681 .689 .697 .704 .712 .719 .725 .732 .738 .9 .745 .750 .756 .761 .766 .771 .775 .779 .782 .784 len INTERIM DETENTION BASIN FLOW THROUGH CALCULATIONS Now inputting the appropriate data into the AES software program for the 100 year storm provides the following results: 100 year storm: maximum Q = 64.8 cfs maximum outflow = 30.7 cfs maximum basin depth = 2.37' (elevation = 41.97) maximum basin storage = 1.75 acre -feet j 6 I ii • S :lcorrespondence\545Urydtext7 is /4/7"6" - glitl SA 57 AI ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SMALL AREA UNIT HYDROGRAPH MODEL Ilii (c) Copyright 1989 -90 Advanced Engineering Software (aes) Ver. 1.OA Release Date: 1/20/90 Serial # 8827 ii Analysis prepared by: CSL Engineering, Inc. 2900 Adams Street, Suite 25A ii Riverside, CA 92504 RATIONAL METHOD CALIBRATION COEFFICIENT = .90 TOTAL CATCHMENT AREA(ACRES) = 27.46 ii SOIL -LOSS RATE, Fm,(INCH /HR) = .371 LOW LOSS FRACTION = .340 TIME OF CONCENTRATION(MIN.) = 14.69 USER SPECIFIED RAINFALL VALUES ARE USED iii RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = .42 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.06 WM 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.51 ii 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.70 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.90 24 -HOUR POINT RAINFALL VALUE(INCHES) = 9.00 !Pi ii TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 12.49 ; TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.11 be TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 (HOURS) (AF) (CFS) .24 .0374 3.70 . Q . . . 7 ' .49 .1125 3.73 . Q . . .73 .1881 3.74 . Q . . .98 .2642 3.78 . Q . • 1.22 .3408 3.79 . Q . . pm ii 1.47 .4178 3.83 Q . 1.71 .4954 3.84 . Q . 1.96 .5735 3.88 . Q . . ii 2.20 .6522 3.90 . Q . . 2.45 .7313 3.93 . Q . . 2.69 .8111 3.95 . Q • 2.94 .8914 3.99 . Q . . i • 3.18 .9724 4.01 . Q . 3.43 1.0539 4.05 . Q . . • • 3.67 1.1361 4.07 . Q . . • 3.92 1.2189 4.11 . Q . . • • ii 4.16 1.3024 4.14 . Q . . 4.41 1.3865 4.18 . Q . • 4.65 1.4714 4.21 . Q • Po 4.90 1.5570 4.25 . Q . . . 5.14 1.6433 4.28 . Q . . . 5.39 1.7304 4.33 . Q • . 5.63 1.8182 4.36 . Q . . I 5.88 1.9069 4.41 . Q . . . 0 a • a o a a a a 01 01 0 01 aaaaaaaaaaaaaaaaaaaaaaaaaaaa 01 01 01 a a a01 01 aaa010101 01 01 01 aaaaaaa *1 0 M0 1 01 01 0 V'Nto Ln 01ON V'1n0C4 NOO V'10Nt0O►h0 V'0 lnin 01 V'elco cn 1c0 c0NOrir110 1001 V 001010 t0Nc0O M V' in to in 10 10 h O O 01 01 O O r1 N M V 111 Ln h h 01 O N cr) h CO ri N Lft h N V' O M N h M V' 0 10 CO Ln V h h 01 V O ri CO 10 V' N ri O CO h 10 Lft V M M N V V' V V Vr V V' d' V' V V' In L11 N Ln Ln LL7 to u1 In L11 to O 10 13 O N 10 O 10 10 h h O CO 01 Ot r1 N 10 N C 01 O CO h 10 10 Ln to to Ln in to in in to d' .4 d V' V' V V' Vr ri ri ri N W ri ri Ln 01 N Ln h O M h N 01 01 r1 h h M d' ri 10 O M h V' O N tp M t0 h 01 O ri O 10 01 M N 10 V' CO N V' CO ri t0 N CO V' 0\ M 10 N frI CO N O 10 N N h 0 M 10 N O d' 10 10 CO O M CO M 01 h O N h 01 M 01 10 Ln Ln CO N CO h CO N CO O h CO M V' 01 O CO V O O O V V' M an O d h N CO h N CO 131 N M 01 N ri 10 01 01 tO N <n t0 4.0 'V O Ot 00hhtou) V' V' V' cr V'V'NU1tOh001riNV' 1001 riV' Lnr - e") - ILl1r- 1 h01 r-O000000 h10 4 01 O ri N M d' to t0 h CO ON O ri Ni M V In 10 h 01 O ri N ch 137 10 h O O ri N V' O h O O Ni V' h 01 M N O M Ln 10 O 01 O ri M V' in tO h O 01 O ri N M V' O t0 h . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • • . • • . • • • ri NNNNNN IV NNNMM Cr) MMMMMMV' V'V V' V TP V 111 01 41 intntn101010t0tO hO01010101010100000000Ori <- 1rir4 r4 ri r-1 r-1 ri ri ri ri ri ri ri ri ••1 r r4 r-1 ri ri h ri t0 O in 01 M CO N K ri t0 O Ln 01 d' O M h N 10 ri to O V' Q\ M co N h ri t0 O O 01 M co N K ri to O In 01 d' co M h N to r♦ to O V' 01 M co N K ri to O 11'1 01 ri M to co ri M Ln co O M in co O M to h O N in h O N O h O N V' h 01 N V' h 01 N V' 10 O1 ri 'V' 10 01 ri V' to co ri Lr1 ■0 CO ri M ■0 CO ri M to O O M O O O M to t . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • to to t0 10 h h h h co O O CO 01 01 01 01 0 0 0 0 ri r-1 r-1 ri N N N N N co) M M M V' V' d' V' Ln In in N to tO tO 10 h h h h O O co O 01 at 01 01 O O O 0 r1 ri e4 r ri ri r-1 r-1 ri r1 r•) ri ri 1-1 ri ri ri r-1 r-1 ri ri ri ri ri r-i ri .1 1-1 r-L r-i ri ri ri ri <1 ri ri ri .i r1 ri r-i ri ri ri N N N N N N N N 10111 . t ; UM LA LA LA t:a IMO Sil L F:� li e11 22.03 11.8152 4.16 . Q . . . 22.28 11.8987 4.09 . Q . . 22.52 11.9809 4.03 . Q . . 22.77 12.0618 3.97 . Q . . 23.01 12.1416 3.91 . Q 23.26 12.2202 3.86 . Q 23.50 12.2978 3.81 . Q . . mil 23.75 12.3744 3.76 . Q . . 23.99 12.4500 3.71 . Q . . _ 24.24 12.4875 .00 Q . . ill FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: • CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.690 di DEAD STORAGE(AF) = .00 SPECIFIED DEAD STORAGE(AF) FILLED = .00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 Am I INFLOW .rte k - I V effective depth a** T (and volume) ii detention V r� basin < - -> outflow I storage i basin outlet _ V Y OUTFLOW No *'" DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: OP TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * a * .000 .000 .000 ** .500 .350 4.200* ii * 1.000 .710 10.200 ** 1.500 1.080 21.000* * 2.000 1.460 29.200 ** 2.500 1.860 35.000* ew * 3.000 2.270 40.200 ** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +O *DT /2} '! NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) na 1 .00 .00000 .00000 2 .50 .30751 .39249 3 1.00 .60681 .81319 me 4 1.50 .86754 1.29246 5 2.00 1.16458 1.75542 6 2.50 1.50590 2.21410 w 7 3.00 1.86329 2.67671 ii WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: Ph NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES 421 1 OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. li IAI TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE li (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ii .245 .000 3.7 .10 .4 .067 .490 .000 3.7 .17 1.1 .120 .734 .000 3.7 .23 1.7 .161 tee, .979 .000 3.8 .28 2.1 .194 1.224 .000 3.8 .32 2.5 .221 - 1.469 .000 3.8 .35 2.8 .242 1.714 .000 3.8 .37 3.0 .259 Ag 1.959 .000 3.9 .39 3.2 .273 il 2.204 .000 3.9 .41 3.3 .284 2.448 .000 3.9 .42 3.5 .293 2.693 .000 4.0 .43 3.6 .301 mul ii 2.938 .000 4.0 .44 3.7 .308 3.183 .000 4.0 .45 3.7 .314 3.428 .000 4.1 .46 3.8 .319 MR 3.672 .000 4.1 .46 3.9 .323 41 3.917 .000 4.1 .47 3.9 .327 4.162 .000 4.1 .47 4.0 .331 4.407 .000 4.2 .48 4.0 .335 am di 4.652 .000 4.2 .48 4.0 .338 4.897 .000 4.3 .49 4.1 .342 5.141 .000 4.3 .49 4.1 .345 OR 5.386 .000 4.3 .50 4.2 .348 di 5.631 .000 4.4 .50 4.2 .352 5.876 .000 4.4 .51 4.3 .355 6.121 .000 4.4 .51 4.3 .358 4, 6.366 .000 4.5 .51 4.4 .361 di 6.611 .000 4.5 .52 4.4 .363 6.855 .000 4.6 .52 4.4 .366 7.100 .000 4.6 .53 4.5 .369 40 7.345 .000 4.7 .53 4.5 .372 ii 7.590 .000 4.7 .53 4.6 .375 7.835 .000 4.8 .54 4.6 .378 ONO 8.080 .000 4.8 .54 4.7 .381 L 8.324 .000 4.9 .55 4.7 .384 8.569 .000 5.0 .55 4.8 .388 8.814 .000 5.0 .56 4.9 .391 u' 9.059 .000 5.1 .56 4.9 .395 9.304 .000 5.2 .57 5.0 .399 9.548 .000 5.2 .57 5.1 .403 9.793 .000 5.3 .58 5.1 .408 Amm 10.038 .000 5.4 .59 5.2 .412 'II 10.283 .000 5.5 .59 5.3 .417 10.528 .000 5.6 .60 5.4 .421 10.773 .000 5.7 .61 5.4 .427 ii 11.017 .000 5.8 .61 5.5 .432 11.262 .000 5.9 .62 5.6 .439 11.507 .000 6.0 .63 5.7 .445 '" 11.752 .000 6.2 .64 5.8 .452 ii 11.997 .000 6.3 .65 6.0 .459 12.242 .000 5.7 .64 6.0 .454 12.486 .000 5.9 .64 5.9 .453 ' 12.731 .000 6.1 .65 5.9 .456 ii 12.976 .000 6.3 .65 6.0 .461 13.221 .000 6.6 .67 6.1 .471 m 13.466 .000 6.8 .68 6.3 .480 Iti 13.711 .000 7.2 .70 6.5 .495 13.955 .000 7.4 .72 6.7 .509 14.200 .000 8.0 .75 7.0 .529 m 14.445 .000 8.4 .78 7.4 .549 0 W 14.690 .000 9.2 .82 7.8 .579 14.935 .000 9.8 .86 8.3 .610 II il 15.180 .000 11.3 .93 8.9 .658 15.424 .000 12.4 1.00 9.8 .712 15.669 .000 16.1 1.13 11.6 .803 15.914 .000 22.7 1.33 15.1 .956 il 16.159 .000 64.8 2.37 25.4 1.753 16.404 .000 13.6 1.93 30.7 1.406 16.649 .000 10.5 1.55 24.9 1.114 ii 16.893 .000 8.8 1.27 18.9 .910 17.138 .000 7.7 1.09 14.1 .780 17.383 .000 7.0 .98 11.1 .696 17.628 .000 6.4 .90 9.5 .635 17.873 .000 6.0 .82 8.5 .583 18.118 .000 6.0 .77 7.8 .547 18.362 .000 6.1 .74 7.3 .523 18.607 .000 5.9 .71 6.9 .502 18.852 .000 5.6 .69 6.6 .483 19.097 .000 5.5 .66 6.3 .467 19.342 .000 5.3 .64 6.0 .452 19.587 .000 5.1 .62 5.8 .439 19.831 .000 5.0 .61 5.6 .427 20.076 .000 4.9 .59 5.4 .417 20.321 .000 4.8 .58 5.2 .407 OR 20.566 .000 4.7 .57 5.1 .399 ii 20.811 .000 4.6 .56 4.9 .391 21.056 .000 4.5 .55 4.8 .384 ., 21.300 .000 4.4 .54 4.7 .377 ,4 21.545 .000 4.3 .53 4.6 .371 • 21.790 .000 4.2 .52 4.5 .366 22.035 .000 4.2 .51 4.4 .360 22.280 .000 4.1 .51 4.3 .355 22.525 .000 4.0 .50 4.3 .351 ON 22.769 .000 4.0 .50 4.2 .347 23.014 .000 3.9 .49 4.1 .342 r'" 23.259 .000 3.9 .48 4.1 .338 i 23.504 .000 3.8 .48 4.0 .333 23.749 .000 3.8 .47 4.0 .329 OR 23.994 .000 3.7 .46 3.9 .325 ii 24.238 .000 .0 .36 3.5 .254 OR i ii a I WM W w ill ft 0 r I C ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING /NTOEZ /M BA s sr /L L wA �bo 604-.8 CFt SMALL P\REA uNkT NYDQdGRAi'A rnODE) 6= 10' 3 SAN Dgp�GS `viy D � `� v Oki. 3 S LOFe o SrIL WINY = S, . O. O zl V = 0. 025 --� v s E K Et S G S T1 gLS - 7 —// 6 8/3 . S % to4-,8 .OZS C �� , oZ Q- (1o)% (020 7 - i 2 _ . 08 t 6. � < I 70. 1� 14 11651 Sterling Avenue, Suite E Riverside, CA 92503 (909) 785 -5122 FAX (909) 785 -5180 STEADY UNIFORM FLOW IN OPEN CHANNELS 7 -43 "o Table 7 -11. Values of K ' in Formula Q = - n for Trapezoidal Channels D = depth of water b = bottom width of channel e l Side slopes of channel, ratio of horizontal to vertical ^"* b Ver- tical )4-1 . %-1 1 -1 1ji-1 2 -1 24-1 3 -1 4 - 1 . 01 . 00068 . 00068 . 00069 . 00069 . 00069 .00069 .00069 .00069 .00070 .00070 . 02 .00213 .00215 .00216 .00217 .00218 .00220 .00221 .00222 .00223 .00225 .03 .00414 .00419 .00423 .00426 .00428 .00433 .00436 .00439 .00443 .00449 .04 .00660 .00670 .00679 .00685 .00691 .00700 .00708 .00716 .00723 .00736 .05 .00946 .00964 .00979 .00991 .01002 .01019 .01033 .01047 .01060 .01086 .06 .0127 .0130 .0132 .0134 .0136 .0138 .0141 .0143 .0145 .0150 • .07 .0162 .0166 .0170 .0173 .0175 .0180 .0183 .0187 .0190 .0197 • .08 .0200 .0206 .0211 .0215 .0219 .0225 .0231 .0236 .0240 .0250 .09 .0241 .0249 .0256 .0262 .0267 .0275 .0282 .0289 .0296 .0310 .10 .0284 .0294 .0304 .0311 .0318 .0329 .0339 .0348 .0358 .0376 '101 .11 .0329 .0343 .0354 .0364 .0373 .0387 .0400 .0413 .0424 .0448 an .12 .0376 .0393 .0408 .0420 .0431 .0450 .0466 .0482 .0497 .0527 .13 .0425 .0446 .0464 .0480 .0493 .0516 .0537 .0556 .0575 .0613 .14 .0476 .0502 .0524 .0542 .0559 .0587 .0612 .0636 .0659 .0706 .15 .0528 .0559 .0585 .0608 .0627 .0662 .0692 .0721 .0749 .0805 .16 .0582 .0619 .0650 .0676 .0700 .0740 .0777 .0811 .0845 .0912 .17 .0638 .0680 .0716 .0748 .0775 .0823 .0866 .0907 .0947 .1026 . 18 .0695 .0744 .0786 .0822 .0854 .0910 .0960 .1008 .1055 .1148 .19 .0753 .0809 .0857 .0899 .0936 .1001 .1059 .1115 .1169 .1277 .20 .0812 .0876 .0931 .0979 .1021 .1096 .1163 .1227 .1290 .1414 III .21 .0873 .0945 .101 .106 .111 .120 .127 .135 .142 .156 .22 .0934 .1015 .109 .115 .120 .130 .139 .147 .155 .171 .23 .0997 .1087 .117 .124 .130 .141 .150 .160 .169 .187 .24 .1061 .1161 .125 .133 .140 .152 .163 .173 .184 .204 re .25 .1125 .1236 .133 .142 .150 .163 .176 .188 .199 .222 .26 .119 .131 .142 .152 .160 .175 .189 .202 .215 .241 .27 .126 .139 .151 .162 .171 .188 .203 .218 .232 .260 .28 .132 .147 .160 .172 .182 .201 .217 .234 .249 .281 .29 .139 .155 .170 .182 .194 .214 .232 .250 .268 .302 .30 .146 .163 .179 .193 .205 .228 .248 .267 .287 .324 • .31 .153 .172 .189 .204 .218 .242 .264 .285 .306 .347 .32 .160 .180 .199 .215 .230 .256 .281 .304 .327 .371 .33 .167 .189 .209 .227 .243 .271 .298 .323 .348 .396 .34 .174 .198 .219 .238 .256 .287 .316 .343 .370 .423 .35 .181 .207 .230 .251 .269 .303 .334 .363 .392 .450 .36 .189 .216 .241 .263 .283 .319 .353 .385 .416 .478 .37 .196 .225 .252 .275 .297 .336 .372 .406 .440 .507 • .38 .203 .234 .263 .288 .312 .353 .392 .429 .465 .537 i . 39 .211 .244 .274 .301 .326 .371 .413 .452 .491 .568 . 40 .218 .253 .286 .315 .341 .389 .434 .476 .518 .600 or .41 .226 .263 .297 .328 .357 .408 .456 .501 .546 .633 .42 .233 .273 .309 .342 .373 .427 .478 .526 .574 .668 .43 .241 .283 .321 .357 .389 .447 .501 .553 .603 .703 .44 .248 .293 .334 .371 .405 .467 .525 .580 .633 .740 ww .45 .256 .303 .346 .386 .422 .488 .549 .607 .664 .777 1