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HomeMy WebLinkAboutTract 16572 Hydrology & Hydraulics Report Vol 1 of 2g ALLARD ENGINEERING o era lma tea a cm e TRACT No.16572 HYDROLOGY &HYDRAULICS REPORT VOLUME 1 OF 2 April 19, 2004 Revised June 30, 2004 Revised August 22, 2004 Revised October 4, 2004 Revised November 5, 2004 Revised December 9, 2004 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA 91730 (909) 477 -6722 Fax (909) 477 -6725 Job Number 159.16.02 Prepared under the supervision of: ( < 6 /o s' Cr c� f a F.�DDD Q David 9 Hammer ACE 43976 Exp. 06 -30 -05 a P \� S. NA 2 No. 43976"' Exo. 6/30/05 P y� C1V"k- Or rq�1F 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 * (909) 356 -1795 Volume I Table of Contents Introduction ......................................... ..............................1 Purpose .............................................. .............................. Methodol ogy ........................................ ..............................1 Findings ............................................. .............................. Appendix ♦ Hydrology Exhibits and 24 -Hour Synthetic Critical Storm Pattern WEST SIDE ♦ In -Tract Hydrology and Hydraulic Calculations A) 100 and 25 -Year Rational Method AMC H Developed Condition B) Street Capacity Calculations 100 and 25 -Year C) Catch basin calculations D) 100 and 25 -Year Rational Method AMC H Undeveloped Condition C E) Cypress Ave. Storm Drain. 100 and 25 year storm event. Ultimate condition rational method ♦ Detention Basin Hydrology and Hydraulics A) Undeveloped condition 100, 25, 10, and 2 -Year Rational Method (AMC -II) B) Developed condition, 100, 25, 10, and 2 -Year Rational Method (AMC -III) C) Developed Unit Hydrograph (AMCIII) 2, 10, 25, and 100 -Year Storm Return Frequency D) Orifice and weir calculations E) Detention Basin Routing (2, 10, 25, and 100 -Year) F) Emergency Spillway Calculations G) Storm Drain W.S.P. G. W. and CMP Riser Calculations ♦ Hydrology Map Cypress Ave. ultimate condition Volume 2 EAST SIDE ♦ In -Tract Hydrology and Hydraulic Calculations A) 100 and 25 -Year Rational Method AMC H Developed Condition B) Street Capacity Calculations 100 and 25 -Year C) Catch basin calculations D) 100 and 25 -Year Rational Method AMC H Undeveloped Condition E) Juniper Ave. Storm Drain.. 100 and 25 year storm event. Ultimate condition rational method ♦ Detention Basin Hydrology and Hydraulics A) Undeveloped condition 100, 25, 10, and 2 -Year Rational Method (AMC -II) B) Developed condition, 100, 25, 10, and 2 -Year Rational Method (AMC -III) C) Developed Unit Hydrograph (AMCIII) 2, 10, 25, and 100 -Year Storm Return Frequency D) Orifice and weir calculations E) Detention Basin Routing (2, 10, 25, and 100 -Year) F) Emergency Spillway Calculations G) Storm Drain W.S.P. G. W. Hydrology Maps Developed Condition (West and East side) Pr- edeveloped Condition (West and East side) ♦ Reference material City of Fontana. Appendix A. Detention basin policy and design criteria Cypress Ave. sewer plan (with future storm drain) C7 Introduction Tract 16572 is a proposed 121 single family lot subdivision on 33 acres located in Fontana. It is bounded on the west by Cypress Avenue, and on the east by Juniper Avenue. To the north and south there are a few houses but mostly vacant and undeveloped lots. The natural terrain is sloped predominately to the south. However a mild ridge divides the property into two watersheds. Half of the property drains toward Cypress Avenue and the other half drains toward Juniper Avenue. The ultimate master planned storm drain does not exist downstream either in Cypress Avenue nor Juniper Avenue, therefore a pair of detention basins will be located within the tract boundaries to mitigate the increased flows downstream of the tract. Purpose The purpose of this Hydrology Report is to determine storm water runoff for the site and show that drainage systems, comprised of proposed streets, catch basins, storm drain, and temporary detention basins are adequately sized. Hydraulic calculations for storm drain systems and catch basins are included in this report along with improvement plans. Also, this report considers the need to minimize the impact of the project on downstream properties by not allowing the peak storm runoff in the developed condition to exceed 90% of the pre - developed condition peak runoff. Two temporary detention basins are used for this purpose and the criteria for sizing the detention basins is outlined below. Methodology The rational method, as outlined by the current San Bernardino County Hydrology Manual, is used to determine the 100 -year and 25 -year event storm water runoff. Synthetic Unit Hydrographs are provided for use to determine total runoff in several developed condition scenarios. The rational method hydrology calculations include a short length of pipe from the offsite vacant properties located north of the tract. The actual intent is to allow the vacant property surface drain into the tract via weep holes in the tract perimeter wall. When the offsite vacant property develops it shall drain either westerly or easterly and not through Tract 16572. Simulating the interim condition (surface flow into the tract) using the pipe in the computer models is conservative and will result in slightly higher storm water runoff flow rates in the developed condition. Computer programs such as Civi1D. AES and W.S.P.G.W. are utilized herein. Findings IN -TRACT — The proposed interior tract streets adequately convey the 100 -year and 25- year storm run -off, as outlined in the City of Fontana Master Drainage Plan, towards Cypress Avenue (West side) and towards Juniper Avenue (East side). T storm drain systems -vyill be constructed with sump catch basins to intercept in -tract flows. Street capacity calculations have been provided. The purpose of the interim detention basin is to mit the runoffs from the developed condition. The interim detention basin outlet system \ ill only outflo\\ runoffs on the developed condition lower or equal than the 90% of the flows on the pre - developed condition. DETENTION BASINIPROJECT MITIGATION, The proposed detention basins located at the southwest and southeast corner of the project are sized according to the County of San Bernardino "Unit Hydrograph Criteria" and the City of Fontana "Detention Basin Design Criteria" found in the reference material located at the back of this report. Civi1D Computer programs were used to determine the unit hydrographs and perform basin routing calculations. As required by the detention basin criteria, the basin will drain completely within 24 hours after the basin reaches its maximum storage volume during a 100 year event storm. OFFSITE —_100 -year storm run -off calculations have been provided for Cypress Avenue and Juniper Avenue. A portion of the Cypress Ave. master plan storm drain will be constructed with the tract improvements. The storm drain is sized to convey a 100 year storm assuming complete build -out of the watershed. The Juniper Ave. master plan storm drain will be constructed by the City of Fontana as a capital improvement package. This tract's drainage system will not rely on the construction of the Juniper storm drain. Su_ The on -site streets and storm drain system proposed for the tract will adequately convey the 25 and 100 -year event storm water runoff to an interim detention basin which will meter out flows at an acceptable level. Once downstream master planned storm drain facilities are constructed, the interim basins can be retired and the tract flows will be delivered to the storm drain systems. Also the temporary detention basins proposed in the southwest and southeast corner of the tract will minimize the impact of the project on downstream properties and streets by metering developed condition storm flows to less than 90% of pre- developed conditions. For each side of the project (west side and east side) the tributary areas to the catch basins located within the interior of the project are approximately the same size. In addition the 100 year storm flow floods the crown of the interior streets near the catch basins, effectively balancing the flows between the catch basins. Therefore, it is not necessary to have separate rational method hydrology studies for each basin. For the interim condition hydraulics, a minimum of 0.5' of freeboard is provided in each catch basin. For the ultimate condition hydraulics, a minimum of 1.0' of freeboard is provided. The lowest hydrologic node for the westerly watershed is the southwest corner of the project for both undeveloped and developed condition studies. The lowest hydrologic node for the easterly watershed is the southeast corner of the project for both the developed and undeveloped condition studies. Each of the two detention basins outflow pipes were analyzed to determine their hydraulic characteristics. The velocity head calculation is included in the WSPGW calculation by indicating the most upstream feature is a head wall. Section 13.2.d.3 of the citv's detention basin policy requires that the basins be sized to handle on additional five }ears of accumulated debris. The majority of the watershed will be developed by this tract and Tract No. 16577. The remaining areas are sporadically developed. Therefore. it is safe to assume that yer} little debris Nets to the detention basins and no provisions have been made to handle additional debris. OUTLET PIPE FLOW DETERMINATION The "Orifice and Weir" table was prepared using the following methodology. 1.- WSPGW calculation were prepared for various Q p i pe . The first two columns of the table summarizes the results. The weir elevation is three feet above the bottom of the detention basin. When hl is less than or equal to three feet, Q We is zero and a simple relationship between Q orifice and hl was determined using orifice calculations. In this condition Q total is equal to Q or When hi is greater than three feet the weir and the orifice both pass storm water. In this condition the analysis to determine Q total becomes more complicated. An iterative process was used to determine hl as follows : A.- For h determine Q p from WSPGW calculations. B.- Assume hl and determine Q orifice and Q weir. C.- Add Q orifice and Q We ir to get Q total. D.- Compare Q total to Q pipe. E.- If Q total does not equal Q p assume a different hl and go though steps 3 and 4 again until Q total is equal to Q p i pe . This procedure was used for various depths of h until hl became higher than the maximum allowable depth in the detention basin. From the Orifice and Weir Table the relationship between hl and Q total is used in the basin routing calculations. 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'dipr - ­ — ' ' I - . _;� ;0 D� " D 1A'< .. .. ..Q S OURCE- GEOLOGY A 0 _J� T L 0 C :A. C 0 C)' 4- C • R D S A'1 R' c I _ r•.b... - \_ i ^ r ` �`" �.. _ � � !A .i• � ...ice _ , r.' L . µ :,ms' • tr' 1 c o.•s .'.cw y - c � � C . `v I - 7alL V 20 L S RICE Al c .;N -C ;S m b A, C` _ryr 2 4 A 6 v °I'" k . 4 C A C - r � , f , y C t `Den. .. Zr a. A t k 0 N _20.% �c r It, D If 4 T, 1. —A t� E -R 7 D A 4 7: _ Y k 1. ck, 1 " V;W_ :- LEGEND `# — SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION — BOUNDARY OF IMOICATED SOURCE I ;AN BERNARDINO COUNTY IYDROLOGY MANUAL a. 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FOR EXAMPLE GIVEN 10 —YEAR ONE HOURS 0.95" AND 100—YEAR CNE HOUR s 1.60 ", 28 -YEAR ONE HOUR s 1.18 . REFERENCE►NOAA ATLAS 2, VOLUME M:— CAL.,1973 RAINFALL DEPTH VERSUS s SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 • U. _. —_ ■— ■ —� ■ t 3.5 3.5 uj -_ -_■ __ ■ - ■- 0. -�- ■ - -1 ■ � pis cr 0 1 1 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1. 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 HOURS 0.95" AND 100—YEAR CNE HOUR s 1.60 ", 28 -YEAR ONE HOUR s 1.18 . REFERENCE►NOAA ATLAS 2, VOLUME M:— CAL.,1973 RAINFALL DEPTH VERSUS s SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 LL z cr. ` -3 3.5 3.5 3 3 2.5 2.5 U W Z ' V z z_ 2 2 I-- a W oct ta- ° S,r I.5 15 1� I 'Loaf .1 /". 0.5 0.5 • 0 - 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS \ f'"���` NOTE, .itiG1 i:y .- _ 2 - I. FOR INTERMEDIATE RETURN PERIODS PLOT l0 -YEAR ANO 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS ANO READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR • 0.95' AND 100 -YEAR CNE HOUR •I.60 ONE HOUR •I.IS'. REFERENCE.NOAA ATLAS Y, VOLUME a- CAL.,I9T1 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE 0-2 9.0 �t:rx __ :x-'rC.. vx� G.•:. T IMENNE11 fE'= MMM�0. ME��1ENIE ..) 5.0 4.0 --�° R E " : "• 7= == M I NEEE r$. ®.�1r,..•2332Era : s.�„..�ww - roam woo. moo •••••••• MM. Mom rwNNW a . U.•w....• •s• rr�..... w... t. I. O Y. 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V-V11v, 3 kr. lAa-a , A - t i SAN BERNARDINO COUNTY AREA - AVERAGED MASS RAINFALL HYDROLOGY MANUAL PLOTTING SHEET E -29 Clr;■)p P.-0R o n a 24 -HOUR SYNTHETIC CRITICAL STORM PATTERN TRACT 16572 2 Year 5 Year 10 Year 25 Year 100 Year Inches inches inches inches inches 5 Minute 0.25 0.32 0.38 0.44 0.56 30 Minute 0.55 0.68 0.78 0.91 1.15 1 Hour 0.7 0.91 1.04 1.21 1.52 3 Hour 1.25 1.60 1.85 2.15 2.70 6 Hour 1.76 2.29 2.63 3.09 3.90 24 Hour 3.40 4.82 5.80 7.05 9.30 In -Tract Hydrology and Hydraulic Calculations L A) 100 and 25 -Year Rational Method AMC H Developed Condition 14 0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 25 YEAR STORM EVENT, AMC II * BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572W25.DAT TIME /DATE OF STUDY: 15:38 06/09/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----=----------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< m 0 >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.577 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.02 0.94 1.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 1.18 FLOW VELOCITY(FEET /SEC) = 2.22 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 18.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.30 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.467 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.76 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 3.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 3.86 � FLOW VELOCITY(FEET /SEC) = 2.76 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 20.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.328 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 8.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 52 [ >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< fir >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 8.77 FLOW VELOCITY(FEET /SEC) = 3.82 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 21.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.30 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.252 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.74 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 13.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 21.30 RAINFALL INTENSITY(INCH /HR) = 2.25 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.433 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.672 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.98 0.10 32 9.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 9.43 RAINFALL INTENSITY(INCH /HR) = 3.67 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.03 21.30 2.252 0.94( 0.94) 1.00 11.0 100.00 2 1.93 9.43 3.672 0.98( 0.10) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.92 9.43 3.672 0.94( 0.84) 0.90 5.5 160.00 2 14.20 21.30 2.252 0.94( 0.89) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.20 Tc(MIN.) = 21.30 EFFECTIVE AREA(ACRES) = 11.60 AREA- AVERAGED Fm(INCH /HR) = 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.54 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.20 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 22.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A 2.00 E)]* *0.20 21.173 2.261 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.94 1.00 38 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.38 FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.94 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 21.54 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.54 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.237 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.93 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.80 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 4.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 24.38 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.077 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.95 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED FM(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 18000 - TO - NODE 180.00 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.) = 24.38 RAINFALL INTENSITY(INCH /HR) = 2.08 AREA- AVERAGED Fm(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 21.480 2.241 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.57 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 21.81 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.81 RAINFALL INTENSITY(INCH /HR) = 2.22 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.76 24.38 2 2.35 21.81 RAINFALL INTENSITY AND CONFLUENCE FORMULA USE Intensity Fp(Fm) Ap Ae HEADWATER (INCH /HR) (INCH /HR) (ACRES) NODE 2.077 0.96( 0.71) 0.75 5.5 300.00 2.221 0.94( 0.94) 1.00 2.0 350.00 TIME OF CONCENTRATION RATIO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 9.03 21.81 2 8.84 24.38 COMPUTED CONFLUENCE ES' PEAK FLOW RATE(CFS) _ EFFECTIVE AREA(ACRES) Intensity (INCH /HR) 2.221 2.077 rIMATES AR 9.03 6.92 Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.95( 0.78) 0.82 6.9 350.00 0.95( 0.77) 0.81 7.5 300.00 AS FOLLOWS: TC(MIN.) = 21.81 AREA- AVERAGED Fm(INCH /HR) = 0.78 NATURAL GOOD COVER "GRASS" A 2.00 0.94 1.00 38 21.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.57 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 21.81 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.81 RAINFALL INTENSITY(INCH /HR) = 2.22 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.76 24.38 2 2.35 21.81 RAINFALL INTENSITY AND CONFLUENCE FORMULA USE Intensity Fp(Fm) Ap Ae HEADWATER (INCH /HR) (INCH /HR) (ACRES) NODE 2.077 0.96( 0.71) 0.75 5.5 300.00 2.221 0.94( 0.94) 1.00 2.0 350.00 TIME OF CONCENTRATION RATIO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 9.03 21.81 2 8.84 24.38 COMPUTED CONFLUENCE ES' PEAK FLOW RATE(CFS) _ EFFECTIVE AREA(ACRES) Intensity (INCH /HR) 2.221 2.077 rIMATES AR 9.03 6.92 Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.95( 0.78) 0.82 6.9 350.00 0.95( 0.77) 0.81 7.5 300.00 AS FOLLOWS: TC(MIN.) = 21.81 AREA- AVERAGED Fm(INCH /HR) = 0.78 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.81 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.221 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 7.22 AREA- AVERAGED Fm(INCH /HR) = 0.75 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 9.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1435.10 DOWNSTREAM ELEVATION(FEET) = 1427.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.41 PRODUCT OF DEP'T'H &VELOCITY(FT *FT /SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 24.99 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 7.62 AREA- AVERAGED Fm(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 9.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.26 FLOW VELOCITY(FEET /SEC.) = 3.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE' 183.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 24.99 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.10 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.35 EFFECTIVE AREA(ACRES) = 8.72 AREA- AVERAGED Fm(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 10.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS - FROM NODE 183.00 TO NODE 151.00 IS CODE = 41 - --------- ------- ----- ----- ------------- ---------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.65 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 25.02 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 10.49 25.02 2.045 0.95( 0.71) 2 10.20 27.60 1.928 0.95( 0.71) LONGEST FLOWPATH FROM NODE 300.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.75 8.7 350.00 0.75 9.3 300.00 151.00 = 1545.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.92 11.10 3.330 0.94( 0.84) 0.90 5.5 160.00 2 14.20. 22.96 2.153 0.94( 0.89) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.06 11.10 3.330 0.94( 0.79) 0.84 9.3 160.00 2 24.60 22.96 2.153 0.94( 0.82) 0.87 19.6 100.00 3 23.47 25.02 2.045 0.94( 0.81) 0.86 20.3 350.00 4 21.86 27.60 1.928 0.94( 0.81) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.60 Tc(MIN.) = 22.960 EFFECTIVE AREA(ACRES) = 19.60 AREA- AVERAGED Fm(INCH /HR) = 0.82 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.60 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 24.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL E))* *0.20 10.536 3.436 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 11 3 -4 DWELLINGS /ACRE" A 0.80 0.98 0.60 32 10.54 { SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.05 FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.953 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 8.52 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 10.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET /SEC.) = 3.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< -_ » » >( STANDARD - CURB - SECTION - USED) « «<_____ _______________________________ UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 14.78 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.804 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.80 EFFECTIVE AREA(ACRES) = 5.70 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 11.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 ----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.78 RAINFALL INTENSITY(INCH /HR) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW - PROCESS - FROM - NODE - - -- 185.00 - TO - NODE - - -- 188. - IS CODE = 21 --------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - >>USE - TIME -OF- CONCENTRATION_ NOMOGRAPH _ FOR - INITIAL - SUBAREA << --- ------ - - ---- INITIAL SUBAREA FLOW- LENGTH(FEET) 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.272 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.10 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 21.00 0.94 1.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES JOWk PIPE -FLOW VELOCITY(FEET /SEC.) = 4.69 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 21.53 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.53 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.238 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.84 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 1.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1424.50 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 22.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 2.10 AREA- AVERAGED Fm(INCH /HR) = 0.77 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 2.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 FLOW VELOCITY(FEET /SEC.) = 1.71 DEPTH *VELOCITY(FT *FT /SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 220.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 22.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 2.50 AREA- AVERAGED Fm(INCH /HR) = 0.74 10 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 3.18 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 22.93 RAINFALL INTENSITY(INCH /HR) = 2.15 AREA- AVERAGED Fm(INCH /HR) = 0.74 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.38 14.78 2.804 0.98( 0.58) 0.60 5.7 320.00 2 3.18 22.93 2.155 0.95( 0.74) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.38 14.78 2.804 0.97( 0.62) 0.64 7.3 320.00 2 11.24 22.93 2.155 0.97( 0.63) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.38 Tc(MIN.) = 14.78 EFFECTIVE AREA(ACRES) = 7.31 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.64 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.38 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 A Lim >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.38 14.96 2.784 0.97( 0.62) 0.64 7.3 320.00 2 11.24 23.12 2.144 0.97( 0.63) 0.65 8.2 185.00 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.06 12.26 3.138 0.94( 0.79) 0.84 9.3 160.00 2 24.60 24.10 2.092 0.94( 0.82) 0.87 19.6 100.00 3 23.47 26.17 1.991 0.94( 0.81) 0.86 20.3 350.00 4 21.86 28.78 1.880 0.94( 0.81) 0.86 20.9 300.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.76 12.26 3.138 0.95( 0.72) 0.76 15.3 160.00 2 37.74 14.96 2.784 0.95( 0.73) 0.77 19.0 320.00 3 35.71 23.12 2.144 0.95( 0.76) 0.80 27.0 185.00 4 35.45 24.10 2.092 0.95( 0.76) 0.81 27.8 100.00 5 33.56 26.17 1.991 0.95( 0.76) 0.80 28.5 350.00 6 31.13 28.78 1.880 0.95( 0.76) 0.80 29.1 300.00 TOTAL AREA(ACRES) = 29.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.74 Tc(MIN.) = 14.962 EFFECTIVE AREA(ACRES) = 19.00 AREA- AVERAGED Fm(INCH /HR) = 0.73 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 0.10 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.47 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 5.00 0.97 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.47 FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------------------------------------------- --------------------------------------------------- MAINLINE Tc(MIN) = 5.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 5.72 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.958 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR) = 0.39 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.26 FLOW VELOCITY(FEET /SEC.) = 3.54 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.72 EFFECTIVE AREA(ACRES) = 0.50 AREA - AVERAGED Fm(INCH /HR)= 0.39 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 2.06 END OF RATIONAL METHOD ANALYSIS m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 100 YEAR STORM EVENT, AMC II * BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WOO.DAT TIME /DATE OF STUDY: 15:25 06/09/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ( SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE -- 100.00 TO NODE 110.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.237 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.02 0.94 1.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 1.66 FLOW VELOCITY(FEET /SEC) = 2.38 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 18.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.22 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.108 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.91 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< -- » »> TRAVELTIME -THRU- SUBAREA« «<__________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) - 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 5.47 FLOW VELOCITY(FEET /SEC) = 3.00 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 19.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.944 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 7.59 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 52 [ >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< »»>TRAVELTIME THRU SUBAREA « «< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 12.65 FLOW VELOCITY(FEET /SEC) = 4.20 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 20.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.856 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.91 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 19.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 20.97 RAINFALL INTENSITY(INCH /HR) = 2.86 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.01 FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.433 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.613 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.98 0.10 32 9.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 9.43 RAINFALL INTENSITY(INCH /HR) = 4.61 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 Q ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.01 20.97 2.856 0.94( 0.94) 1.00 11.0 100.00 2 2.44 9.43 4.613 0.98( 0.10) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.81 9.43 4.613 0.94( 0.85) 0.90 5.5 160.00 2 20.50 20.97 2.856 0.94( 0.89) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.50 Tc(MIN.) = 20.97 EFFECTIVE AREA(ACRES) = 11.60 AREA - AVERAGED Fm(INCH /HR) = 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.59 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.50 PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 22.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A 2.00 E))* *0.20 21.173 2.840 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.94 1.00 38 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 3.43 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW 'TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.43 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 21.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------- ------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.50 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.813 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.80 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 5.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 32 0.71 9.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET /SEC.) = 2.53 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 180.00 - TO - NODE - 180.00 IS CODE = 1 �i --------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 24.11 2.63 0.71 0.96 5.50 5.50 UENCE = 9.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 21.480 2.815 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 24.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.626 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 32 0.71 9.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET /SEC.) = 2.53 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 180.00 - TO - NODE - 180.00 IS CODE = 1 �i --------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 24.11 2.63 0.71 0.96 5.50 5.50 UENCE = 9.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 21.480 2.815 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.29 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.38 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 21.78 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.78 RAINFALL INTENSITY(INCH /HR) = 2.79 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA ** NATURAL GOOD COVER "GRASS" A 2.00 0.94 1.00 38 21.48 NUMBER SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 9.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 21.78 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.29 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.38 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 21.78 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.78 RAINFALL INTENSITY(INCH /HR) = 2.79 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 9.47 24.11 2 3.38 21.78 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.626 0.96( 0.71) 2.792 0.94( 0.94) Ap Ae HEADWATER (ACRES) NODE 0.75 5.5 300.00 1.00 2.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH /HR) 1 12.68 21.78 2.792 2 12.55 24.11 2.626 COMPUTED CONFLUENCE ESTIMATES AR] PEAK FLOW RATE(CFS) = 12.68 EFFECTIVE AREA(ACRES) = 6.97 Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.95( 0.78) 0.82 7.0 350.00 0.95( 0.77) 0.81 7.5 300.00 AS FOLLOWS: Tc(MIN.) = 21.78 AREA- AVERAGED Fm(INCH /HR) = 0.78 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 Apftk TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.792 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.73 EFFECTIVE AREA(ACRES) = 7.27 AREA- AVERAGED Fm(INCH /HR) = 0.75 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 13.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1435.10 DOWNSTREAM ELEVATION(FEET) = 1427.00 ! STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.98 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 24.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.588 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 7.67 AREA- AVERAGED Fm(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 13.36 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.60 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 24.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.588 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.10 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 8.77 AREA- AVERAGED Fm(INCH /HR) = 0.71 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 14.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 183.00 TO NODE 151.00 IS CODE = 41 - -------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.82 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 24.73 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 14.82 24.73 2.587 0.95( 0.71) 2 14.56 27.09 2.449 0.95( 0.71) LONGEST FLOWPATH FROM NODE 300.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.75 8.8 350.00 0.75 9.3 300.00 151.00 = 1545.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** 10 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.81 10.96 4.214 0.94( 0.85) 0.90 5.5 160.00 2 20.50 22.47 2.740 0.94( 0.89) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.08 10.96 4.214 0.94( 0.79) 0.84 9.4 160.00 2 35.06 22.47 ' 2.740 0.94( 0.82) 0.87 19.6 100.00 3 33.61 24.73 2.587 0.94( 0.81) 0.86 20.4 350.00 4 31.83 27.09 2.449 0.94( 0.81) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.06 Tc(MIN.) = 22.466 EFFECTIVE AREA(ACRES) = 19.56 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.30 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 35.06 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 23.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ----------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL E)]* *0.20 10.536 4.317 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ----------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 13.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.36 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 13.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS A LOSS 0.80 0.98 0.60 32 10.54 RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ----------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 13.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.36 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 13.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 14.51 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.562 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 090 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 5.70 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 15.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.35 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONF1 14.51 3.56 0.58 0.98 5.70 5.70 UENCE = 15.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 185.00 TO NODE 188.00 IS CODE = 21 --- -------- -------- -------------- ------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< m Ap >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.854 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.10 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 21.00 0.94 1.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.21 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 21.48 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.815 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.84 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 2.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 ------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1424.50 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.78 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 22.79 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 ( SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 fir SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 2.10 AREA- AVERAGED Fm(INCH /HR) = 0.77 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.44 FLOW VELOCITY(FEET /SEC.) = 1.83 DEPTH *VELOCITY(FT *FT /SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 220.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN)'= 22.79 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 2.50 AREA- AVERAGED Fm(INCH /HR) = 0.74 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 4.45 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.32 Tc(MIN.) = 14.51 EFFECTIVE AREA(ACRES) = 7.29 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.10 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.32 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.68 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 1i�rr+ FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 22.79 RAINFALL INTENSITY(INCH /HR) = 2.72 AREA- AVERAGED Fm(INCH /HR) = 0.74 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.27 14.51 3.562 0.98( 0.58) 0.60 5.7 320.00 2 4.45 22.79 2.717 0.95( 0.74) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.32 14.51 3.562 0.97( 0.62) 0.64 7.3 320.00 2 15.38 22.79 2.717 0.97( 0.63) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.32 Tc(MIN.) = 14.51 EFFECTIVE AREA(ACRES) = 7.29 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.10 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.32 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.68 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 ---------------------------------------------------------------------------- -- >>>>>CONFLUENCE-MEMORY BANK - #_2_ WITH - THE - MAIN-STREAM - MEMORY <<<<< _- __ - -__- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.32 14.68 3.538 0.97( 0.62) 0.64 7.3 320.00 2 15.38 22.97 2.704 0.97( 0.63) 0.65 8.2 185.00 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 31.08 12.04 3.985 0.94( 0.79) 2 35.06 23.51 2.667 0.94( 0.82) 3 33.61 25.78 2.523 0.94( 0.81) 4 31.83 28.15 2.393 0.94( 0.81) LONGEST FLOWPATH FROM NODE 100.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 49.34 12.04 3.985 0.95( 0.72) 2 51.24 14.68 3.538 0.95( 0.73) 3 50.26 22.97 2.704 0.95( 0.76) 4 50.17 23.51 2.667 0.95( 0.76) 5 47.65 25.78 2.523 0.95( 0.76) 6 44.91 28.15 2.393 0.95( 0.76) TOTAL AREA(ACRES) = 29.10 Ap Ae HEADWATER (ACRES) NODE 0.84 9.4 160.00 0.87 19.6 100.00 0.86 20.4 350.00 0.86 20.9 300.00 230.00 = 2470.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.76 15.4 160.00 0.77 19.1 320.00 0.80 27.3 185.00 0.81 27.8 100.00 0.80 28.6 350.00 0.80 29.1 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.24 TC(MIN.) = 14.675 EFFECTIVE AREA(ACRES) = 19.06 AREA- AVERAGED Fm(INCH /HR) = 0.73 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 5.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 2.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.65 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 5.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.250 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR) = 0.39 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.27 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.68 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR)= 0.39 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 2.64 END OF RATIONAL METHOD ANALYSIS m D9 c B) Street Capacity Calculations (100 and 25 Year) m D HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 14:17 08/04/2004 Problem Descriptions: TRACT 16572, WEST SIDE, FONTANA STREET CAPACITY CALCULATION, CYPRESS AVE. @ C.B. # 1 100 YEAR STORM BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.019000 CONSTANT STREET FLOW(CFS) = 14.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL'(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.48 < 0.67 OK HALFSTREET FLOOD WIDTH(FEET) = 17.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.49 PRODUCT OF DEPTH &VELOCITY = 2.17 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 --------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 02/13/2004 Problem Descriptions: TRACT 16572 EAST SIDE FONTANA STREET CAPACITY CALCULATION, STONECREEK DRIVE @ CYPRESS AVENUE 25 YEAR STORM BY: E.I. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------- '* CONSTANT STREET GRADE(FEET /FEET) = 0.027300 CONSTANT STREET FLOW(CFS) = 9.47 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.34 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.91 PRODUCT OF DEPTH &VELOCITY = 1.31 ft HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 --------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 02/13/2004 Problem Descriptions: TRACT 16572 EAST SIDE FONTANA STREET CAPACITY CALCULATION, SAN SIMEON WAY WEST SIDE OF C.B. 5 &6 25 YEAR STORM BY: E.I. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.006000 CONSTANT STREET FLOW(CFS) = 13.80 Q-11 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL-GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ----------------------------------------------------------------------- ----------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.46 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34 PRODUCT OF DEPTH &VELOCITY = 1.08 A HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 --------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 02/13/2004 Problem Descriptions: TRACT 16572 EAST SIDE FONTANA STREET CAPACITY CALCULATION, SAN SIMEON WAY WEST SIDE OF C.B. 5 &6 100 YEAR STORM BY: E.I. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.006000 Aoftl CONSTANT STREET FLOW(CFS) = 25.04 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.54 < R/W OK HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH &VELOCITY = 1.56 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 --------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 02/13/2004 Problem Descriptions: TRACT 16572 EAST SIDE FONTANA STREET CAPACITY CALCULATION, SAN SIMEON WAY EAST SIDE OF C.B. 5 &6 100 YEAR STORM BY: E.I. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.006000 CONSTANT STREET FLOW(CFS) = 18.16 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.50 < R/W OK HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH &VELOCITY = 1.27 A C) Catch basin calculations A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:27 08/25/2004 Problem Descriptions: TRACT 16572 WEST SIDE FONTANA CATCH BASIN # 1 BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.80 GUTTER FLOWDEPTH(FEET) = 0.48 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 3.19 2.32 3.50 2.53 4.00 2.87 4.50 3.20 5.00 3.54 5.50 3.87 6.00 4.20 6.50 4.53 7.00 4.85 7.50 5.18 8.00 5.50 8.50 5.83 9.00 6.15 9.50 6.47 10.00 6.75 10.50 7.03 11.00 7.30 11.50 7.56 12.00 7.82 12.50 8.07 USE W = 21' Q PICK UP = 11.83 cfs Q FLOW -BY = 2.97 cfs 5q 13.00 8.32 13.50 8.57 14.00 8.82 14.50 9.06 15.00 9.31 15.50 9.55 16.00 9.79 16.50 10.02 17.00 10.24 17.50 10.46 18.00 10.68 18.50 10.89 19.00 11.09 19.50 11.29 20.00 11.48 20.50 11.66 21.00 11.83 21.50 12.01 22.00 12.18 22.50 12.34 23.00 12.50 23.50 12.66 24.00 12.81 24.50 12.96 25.00 13.10 25.50 13.25 26.00 13.39 26.50 27.00 13.52 13.65 27.50 13.78 28.00 13.91 28.50 14.03 29.00 14.15 29.50 14.27 30.00 14.39 30.50 14.50 31.00 14.61 31.50 14.71 31.91 14.80 USE W = 21' Q PICK UP = 11.83 cfs Q FLOW -BY = 2.97 cfs 5q HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 --------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 02/13/2004 Problem Descriptions: TRACT 16572 WEST SIDE FONTANA CATCH BASIN CALCULATION, C.B. # 3 & 4 Q ALBANY WAY SUMP CONDITION BY: E.I. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.02 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.61 NEED W = 7' USE W = 10' A m D) 100 and 25 -Year Rational Method AMC H Undeveloped Condition EO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WU9.DAT TIME /DATE OF STUDY: 10:18 03/03/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m A INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.891 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.014 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 11.89 0.94 = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.64 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 14.43 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.575 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 4.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 �. CHANNEL FLOW THRU SUBAREA(CFS) = 4.46 FLOW VELOCITY(FEET /SEC) = 2.86 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 16.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ------------------------- - -------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 16.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.330 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.04 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 10.86 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 14.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 14.91 FLOW VELOCITY(FEET /SEC) = 4.42 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 17.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 17.74 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.157 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 13.54 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 27.37 - - FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 27.37 FLOW VELOCITY(FEET /SEC) = 4.03 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 19.31 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.31 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.001 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 11.58 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 37.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 37.02 FLOW VELOCITY(FEET /SEC) = 5.54 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 20.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) _ * 100 YEAR RAINFALL SUBAREA LOSS RATE D, DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" 20.42 INTENSITY(INCH /HR) = 2.902 kTA(AMC II): SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 9.02 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 44.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 44.26 FLOW VELOCITY(FEET /SEC) = 5.68 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.76 TC(MIN.) = 21.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 21.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.838 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 8.22 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 51.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 21.19 RAINFALL INTENSITY(INCH /HR) = 2.84 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.06 FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 N >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 6.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.547 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.45 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM.ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = 10.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.364 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.54 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 N DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 4.85 Tc(MIN.) = 15.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.465 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) COMMERCIAL A 0.60 0.98 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1. EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) _ SCS CN 32 82 0.10 3.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1983.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.19 RAINFALL INTENSITY(INCH /HR) = 3.47 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 51.06 21.19 2.838 0.94( 0.94) 1.00 29.8 10.00 2 3.94 15.19 3.465 0.97( 0.10) 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. A ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.62 15.19 3.465 0.94( 0.89) 0.95 22.7 90.00 2 54.26 21.19 2.838 0.94( 0.90) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.26 Tc(MIN.) = 21.19 EFFECTIVE AREA(ACRES) = 31.12 AREA - AVERAGED Fm(INCH /HR) = 0.90 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 ---------------------------------------------------------------------------- TO NODE 80.00 = 2080.00 FEET. ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 21.19 EFFECTIVE AREA(ACRES) = 31.12 AREA- AVERAGED Fm(INCH /HR)= 0.90 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.96 PEAK FLOW RATE(CFS) = 54.26 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.62 15.19 3.465 0.94( 0.89) 0.95 22.7 90.00 2 54.26 21.19 2.838 0.94( 0.90) 0.96 31.1 10.00 _______________________________ END OF RATIONAL METHOD ANALYSIS____________ A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WU4.DAT TIME /DATE OF STUDY: 10:12 03/03/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m m m INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 TC = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.891 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.195 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 11.89 0.94 0.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.47 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.43 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.84 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 3.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 3.23 FLOW VELOCITY(FEET /SEC) = 2.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 16.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. ********************************************* * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.37 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.638 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.04 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 7.72 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 10.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 10.60 FLOW VELOCITY(FEET /SEC) = 4.05 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 18.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.02 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.490 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 9.47 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 19.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 19.15 FLOW VELOCITY(FEET /SEC) = 3.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.75 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 7.97 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 25.47 FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 25.47 FLOW VELOCITY(FEET /SEC) = 4.99 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 20.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 20.99 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.14 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 30.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 30.10 FLOW VELOCITY(FEET /SEC) = 5.09 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 21.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.84 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.219 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.54 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 34.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 21.84 RAINFALL INTENSITY(INCH /HR) = 2.22 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 ----------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 7.01 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.387 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.65 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 3.54 Tc(MIN.) = 10.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.432 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 c m m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 5.09 Tc(MIN.) = 15.65 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 1.30 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1980.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.65 RAINFALL INTENSITY(INCH /HR) = 2.71 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 21.84 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.06 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 34.43 21.84 2 3.06 15.65 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.219 0.94( 0.94) 2.710 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 29.8 10.00 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 0 i { CONFLUENCE FORMULA USED FOR 2 STREAMS. C� ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 37.18 15.65 2.710 0.94( 0.89) 0.95 22.7 90.00 2 36.92 21.84 2.219 0.94( 0.90) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.18 Tc(MIN.) = 15.65 EFFECTIVE AREA(ACRES) = 22.67 AREA- AVERAGED Fm(INCH /HR) = 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 15.65 EFFECTIVE AREA(ACRES) = 22.67 AREA- AVERAGED Fm(INCH /HR)= 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 37.18 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 37.18 15.65 2.710 0.94( 0.89) 0.95 22.7 90.00 2 36.92 21.84 2.219 0.94( 0.90) 0.96 31.1 10.00 _ = END _______________________________ OF RATIONAL METHOD ANALYSIS____________ C� E) Cypress Ave. Storm Drain 25 and 100 year storm event Ultimate condition rational method 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ` RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CYPRESS AVENUE STORM DRAIN * 25 YEAR STORM EVENT * ULTIMATE CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYPRES25.DAT TIME /DATE OF STUDY: 10:15 06/02/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 22.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 --------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1456.70 DOWNSTREAM(FEET) = 1452.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.519 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.439 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.70 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 10.52 0.97 6.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 10.52 RAINFALL INTENSITY(INCH /HR) = 3.44 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1456.70 DOWNSTREAM(FEET) = 1452.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.859 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.915 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.40 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 7.13 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 13.86 0.98 7.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 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.) = 13.86 RAINFALL INTENSITY(INCH /HR) = 2.91 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.94 10.52 3.439 0.97( 0.58) 0.60 2.7 10.00 2 7.13 13.86 2.915 0.98( 0.59) 0.60 3.4 40.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.57 10.52 3.439 0.98( 0.59) 0.60 5.3 10.00 2 12.79 13.86 2.915 0.97( 0.58) 0.60 6.1 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.57 Tc(MIN.) = 10.52 EFFECTIVE AREA(ACRES) = 5.28 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 6.10 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 30.00 = 570.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1452.40 DOWNSTREAM ELEVATION(FEET) = 1447.10 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW CFS = 14.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 11.72 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.224 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.10 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 6.38 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 15.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET /SEC.) = 3.75 DEPTH *VELOCITY(FT *FT /SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 840.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.72 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.224 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.18 EFFECTIVE AREA(ACRES) = 8.98 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 21.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.10 DOWNSTREAM ELEVATION(FEET) = 1444.70 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.89 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 1.39 TC(MIN.) = 13.11 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.014 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.84 EFFECTIVE AREA(ACRES) = 10.28 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 22.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 FLOW VELOCITY(FEET /SEC.) = 3.13 DEPTH *VELOCITY(FT *FT /SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1444.70 DOWNSTREAM ELEVATION(FEET) = 1443.30 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.40 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.14 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 14.58 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.828 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) _ ' 1.90 SUBAREA RUNOFF(CFS) = 3.84 EFFECTIVE AREA(ACRES) = 12.18 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = 24.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.20 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY(FT *FT /SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 70.00 = 1340.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.58 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.828 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 13.48 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 14.30 PEAK FLOW RATE(CFS) = 27.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 530.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1438.80 DOWNSTREAM(FEET) = 1435.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.05 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.21 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 14.99 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 12 ------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 « «< * * * * * * * * * * * * * * * * * * ** 1 * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1450.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.132 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.324 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.10 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.11 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.13 0.98 10.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1450.10 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.96 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 12.37 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.121 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 5.40 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 12.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.95 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 130.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCH /HR) = 3.12 �. AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.644 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.080 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.90 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.00 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 12.64 0.98 = 11.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) _ AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONFL ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 12.32 12.37 2 11.00 12.64 12.64 3.08 0.59 0.98 4.90 4.90 UENCE = 11.00 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.121 0.98( 0.59) 3.080 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 5.4 110.00 0.60 4.9 140.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.26 12.37 3.121 0.98( 0.59) 0.60 10.2 110.00 2 23.13 12.64 3.080 0.98( 0.59) 0.60 10.3 140.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.26 Tc(MIN.) = 12.37 EFFECTIVE AREA(ACRES) = 10.19 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 130.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 530.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.90 DOWNSTREAM(FEET) = 1435.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.70 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.26 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 13.25 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 530.00 = 1315.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 23.26 13.25 2.995 0.98( 0.59) 2 23.13 13.52 2.958 0.98( 0.59) LONGEST FLOWPATH FROM NODE 110.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.60 10.2 110.00 0.60 10.3 140.00 530.00 = 1315.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.21 14.99 2.781 0.97( 0.58) 0.60 13.5 10.00 2 24.51 18.46 2.455 0.98( 0.59) 0.60 14.3 40.00 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH /HR) 1 49.65 13.25 2.995 2 49.66 13.52 2.958 3 48.61 14.99 2.781 4 42.73 18.46 2.455 TOTAL AREA(ACRES) = 24.60 Fp (Fm) (INCH /HR) 0.97( 0.59) 0.98( 0.59) 0.98( 0.59) 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 22.1 110.00 0.60 22.5 140.00 0.60 23.8 10.00 0.60 24.6 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.66 Tc(MIN.) = 13.522 EFFECTIVE AREA(ACRES) = 22.46 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 24.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1424.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 16.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.95 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 49.66 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 14.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 540.00 = 2040.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.06 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.890 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 2 <<<<< ** *MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - >>USE - TIME -OF- CONCENTRATION_ NOMOGRAPH - FOR - INITIAL - SUBAREA << -- --- -- -- --- - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 9.75 EFFECTIVE AREA(ACRES) = 27.16 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = . 29.30 PEAK FLOW RATE(CFS) = 56.34 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 56.44 13.78 2.925 0.97( 0.58) 0.60 26.8 110.00 2 56.34 14.06 2.890 0.98( 0.59) 0.60 27.2 140.00 3 54.78 15.53 2.722 0.98( 0.59) 0.60 28.5 10.00 4 48.15 19.02 2.411 0.98( 0.59) 0.60 29.3 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 56.44 Tc(MIN.) = 13.78 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 EFFECTIVE AREA(ACRES) = 26.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.25 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.44 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 2 <<<<< ** *MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - >>USE - TIME -OF- CONCENTRATION_ NOMOGRAPH - FOR - INITIAL - SUBAREA << -- --- -- -- --- - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1441.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.823 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.584 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.80 0.98 0.10 32 9.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 9.82 RAINFALL INTENSITY(INCH /HR) = 3.58 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.80 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 165.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.00 DOWNSTREAM(FEET) = 1441.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.065 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.889 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.70 0.98 0.60 32 14.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 7.67 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ** CONFLUENCE DATA ** STREAM TOTAL NUMBER OF STREAMS = 2 Tc NUMBER CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: (MIN.) TIME OF CONCENTRATION(MIN.) = 14.07 9.82 RAINFALL INTENSITY(INCH /HR) = 2.89 14.07 AREA - AVERAGED FM(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 3.70 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 2.51 9.82 2 7.67 14.07 Intensity FP(Fm) (INCH /HR) (INCH /HR) 3.584 0.97( 0.10) 2.889 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.10 0.8 80.00 0.60 3.7 165.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.48 9.82 3.584 0.98( 0.47) 0.48 3.4 80.00 2 9.68 14.07 2.889 0.98( 0.50) 0.51 4.5 165.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.68 Tc(MIN.) = 14.07 EFFECTIVE AREA(ACRES) = 4.50 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 155.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1441.80 DOWNSTREAM ELEVATION(FEET) = 1435.60 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.91 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 15.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.761 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.25 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 4.75 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.75 PEAK FLOW RATE(CFS) = 9.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET /SEC.) = 4.22 DEPTH *VELOCITY(FT *FT /SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 160.00 = 1180.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.761 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 6.86 EFFECTIVE AREA(ACRES) = 8.25 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.25 PEAK FLOW RATE(CFS) = 16.62 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.29 10.93 3.361 0.98( 0.51) 0.53 7.1 80.00 2 16.62 15.17 2.761 0.98( 0.52) 0.54 8.2 165.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 18.29 Tc(MIN.) = 10.93 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.53 EFFECTIVE AREA(ACRES) = 7.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 180.00 IS CODE = 61 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1435.60 DOWNSTREAM ELEVATION(FEET) = 1425.80 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.63 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 12.51 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.100 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.08 EFFECTIVE AREA(ACRES) = 7.53 AREA- AVERAGED Fm(INCH /HR) = 0.49 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.65 PEAK FLOW RATE(CFS) = 18.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 18.95 FLOW VELOCITY(FEET /SEC.) = 4.84 DEPTH *VELOCITY(FT *FT /SEC.) = 2.60 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 180.00 = 1640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.51 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.100 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 9.83 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 10.95 PEAK FLOW RATE(CFS) = 22.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1416.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.55 GIVEN PIPE DIAMETER(INCft) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.89 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.56 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.56 RAINFALL INTENSITY(INCH /HR) = 3.09 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 9.83 TOTAL STREAM AREA(ACRES) = 10.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 156.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1441.80 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.823 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.584 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 9.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 156.00 TO NODE 181.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< -- ------------------------------ UPSTREAM ELEVATION(FEET) = 1441.80 DOWNSTREAM ELEVATION(FEET) = 1425.80 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 13.57 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.952 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.80 EFFECTIVE AREA(ACRES) = 1.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.05 FLOW VELOCITY(FEET /SEC.) = 3.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 181.00 = 1650.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1425.80 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.06 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 2 PIPE- FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.64 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 13.64 RAINFALL INTENSITY(INCH /HR) = 2.94 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE C� A ** CONFLUENCE DATA ** STREAM 2 ARE: 4.11 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 22.89 12.56 3.092 0.98( 0.51) 0.53 9.8 80.00 1 20.48 16.83 2.594 0.98( 0.52) 0.53 10.9 165.00 2 4.11 13.64 2.942 0.98( 0.10) 0.10 1.6 80.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.88 12.56 3.092 0.98( 0.46) 0.47 11.3 80.00 2 26.39 13.64 2.942 0.98( 0.46) 0.47 11.7 80.00 3 24.09 16.83 2.594 0.98( 0.47) 0.48 12.5 165.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.88 Tc(MIN.) = 12.56 EFFECTIVE AREA(ACRES) = 11.31 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 12.55 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.88 12.56 3.092 0.98( 0.46) 0.47 11.3 80.00 2 26.39 13.64 2.942 0.98( 0.46) 0.47 11.7 80.00 3 24.09 16.83 2.594 0.98( 0.47) 0.48 12.5 165.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 56.44 14.26 2.866 0.97( 0.58) 2 56.34 14.54 2.833 0.98( 0.59) 3 54.78 16.01 2.673 0.98( 0.59) 4 48.15 19.51 2.374 0.98( 0.59) LONGEST FLOWPATH FROM NODE 40.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.60 26.8 110.00 0.60 27.2 140.00 0.60 28.5 10.00 0.60 29.3 40.00 545.00 = 2390.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.38 Tc(MIN.) = 14.260 EFFECTIVE AREA(ACRES) = 38.68 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 41.85 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.26 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.866 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 5.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 10.67 EFFECTIVE AREA(ACRES) = 43.88 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 47.05 PEAK FLOW RATE(CFS) = 91.41 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 91.81 12.56 3.092 0.97( 0.55) 0.56 40.1 80.00 2 91.65 13.64 2.942 0.97( 0.55) 0.56 42.6 80.00 3 91.41 14.26 2.866 0.97( 0.55) 0.57 43.9 110.00 4 90.97 14.54 2.833 0.98( 0.55) 0.57 44.3 140.00 5 87.81 16.01 2.673 0.97( 0.55) 0.57 46.0 10.00 6 85.28 16.83 2.594 0.97( 0.55) 0.57 46.4 165.00 7 77.09 19.51 2.374 0.98( 0.55) 0.57 47.0 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 91.81 Tc(MIN.) = 12.56 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.56 EFFECTIVE AREA(ACRES) = 40.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 560.00 IS CODE = 41 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 81.53 12.56 3.092 0.97( 0.54) 0.56 34.9 80.00 2 82.21 13.64 2.942 0.97( 0.55) 0.56 37.4 80.00 3 82.38 14.26 2.866 0.97( 0.55) 0.56 38.7 110.00 4 82.09 14.54 2.833 0.98( 0.55) 0.56 39.1 140.00 5 79.46 16.01 2.673 0.98( 0.55) 0.56 40.8 10.00 6 77.32 16.83 2.594 0.98( 0.55) 0.56 41.2 165.00 7 69.75 19.51 2.374 0.98( 0.55) 0.56 41.8 40.00 TOTAL AREA(ACRES) = 41.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.38 Tc(MIN.) = 14.260 EFFECTIVE AREA(ACRES) = 38.68 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 41.85 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.26 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.866 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 5.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 10.67 EFFECTIVE AREA(ACRES) = 43.88 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 47.05 PEAK FLOW RATE(CFS) = 91.41 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 91.81 12.56 3.092 0.97( 0.55) 0.56 40.1 80.00 2 91.65 13.64 2.942 0.97( 0.55) 0.56 42.6 80.00 3 91.41 14.26 2.866 0.97( 0.55) 0.57 43.9 110.00 4 90.97 14.54 2.833 0.98( 0.55) 0.57 44.3 140.00 5 87.81 16.01 2.673 0.97( 0.55) 0.57 46.0 10.00 6 85.28 16.83 2.594 0.97( 0.55) 0.57 46.4 165.00 7 77.09 19.51 2.374 0.98( 0.55) 0.57 47.0 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 91.81 Tc(MIN.) = 12.56 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.56 EFFECTIVE AREA(ACRES) = 40.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 560.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1418.50 DOWNSTREAM(FEET) = 1412.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.61 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 91.81 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.75 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ** *MEMORY BANK # 3 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.436 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CVS) = 1.54 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 10.54 0.98 1.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< ------------------------------------ UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.20 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 �. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 13.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.944 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 8.49 EFFECTIVE AREA(ACRES) = 4.60 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 9.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET /SEC.) = 3.64 DEPTH *VELOCITY(FT *FT /SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 210.00 = 8 7 10.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1424.20 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 14.98 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.782 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.37 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 11.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.98 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.782 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.95 EFFECTIVE AREA(ACRES) = 7.80 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 15.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1419.00 DOWNSTREAM(FEET) = 1413.50 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.52 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.42 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 15.70 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 560.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 - - >>>>> CONFLUENCE - MEMORY - BANK _# - 3_ WITH - THE - MAIN-STREAM _MEMORY <<<<< ______ -__ m ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.42 15.70 2.704 0.97( 0.58) 0.60 7.8 190.00 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 560.00 = 1400.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 91.81 12.75 3.065 0.97( 0.55) 0.56 40.1 80.00 2 91.65 13.83 2.918 0.97( 0.55) 0.56 42.6 80.00 3 91.41 14.45 2.843 0.97( 0.55) 0.57 43.9 110.00 4 90.97 14.73 2.811 0.98( 0.55) 0.57 44.3 140.00 5 87.81 16.21 2.654 0.97( 0.55) 0.57 46.0 10.00 6 85.28 17.03 2.576 0.97( 0.55) 0.57 46.4 165.00 7 77.09 19.71 2.360 0.98( 0.55) 0.57 47.0 40.00 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 106.46 12.75 3.065 0.97( 0.55) 0.57 46.4 80.00 2 106.60 13.83 2.918 0.98( 0.55) 0.57 49.4 80.00 3 106.53 14.45 2.843 0.97( 0.56) 0.57 51.1 110.00 4 106.16 14.73 2.811 0.98( 0.56) 0.57 51.6 140.00 5 104.31 15.70 2.704 0.97( 0.56) 0.57 53.2 190.00 6 102.87 16.21 2.654 0.97( 0.56) 0.57 53.8 10.00 7 99.77 17.03 2.576 0.97( 0.56) 0.57 54.2 165.00 8 90.00 19.71 2.360 0.98( 0.56) 0.57 54.8 40.00 TOTAL AREA(ACRES) = 54.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 106.60 Tc(MIN.) = 13.834 EFFECTIVE AREA(ACRES) = 49.44 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 54.85 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1413.50 DOWNSTREAM(FEET) = 1411.30 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.21 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 106.60 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.97 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 570.00 = 2710.00 FEET. FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 13.97 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.902 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 9.38 EFFECTIVE AREA(ACRES) = 53.94 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 59.35 PEAK FLOW RATE(CFS) = 113.79 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 114.12 12.88 3.046 0.97( 0.56) 0.57 50.9 80.00 2 113.79 13.97 2.902 0.97( 0.56) 0.57 53.9 80.00 3 113.47 14.58 2.828 0.97( 0.56) 0.57 55.6 110.00 4 113.01 14.86 2.796 0.97( 0.56) 0.57 56.1 140.00 5 110.77 15.84 2.691 0.98( 0.56) 0.57 57.7 190.00 6 109.24 16.34 2.641 0.98( 0.56) 0.57 58.3 10.00 7 105.95 17.16 2.564 0.97( 0.56) 0.57 58.7 165.00 8 95.60 19.85 2.350 0.98( 0.56) 0.57 59.3 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 114.12 Tc(MIN.) = 12.88 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 EFFECTIVE AREA(ACRES) = 50.95 FLOW PROCESS FROM NODE 570.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1411.30 DOWNSTREAM(FEET) = 1405.20 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.71 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 114.12 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 13.22 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 580.00 = 3030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 9.78 EFFECTIVE AREA(ACRES) = 55.45 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 63.85 PEAK FLOW RATE(CFS) = 121.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1405.20 DOWNSTREAM(FEET) = 1399.60 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.72 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 129.99 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 13.56 LONGEST FLOWPATH'FROM NODE 40.00 TO NODE 590.00 = 3350.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.954 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 8.26 EFFECTIVE AREA(ACRES) = 59.25 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Ap = 0.58 = 0.56 TOTAL AREA(ACRES) = 67.65 PEAK FLOW RATE(CFS) = 129.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1405.20 DOWNSTREAM(FEET) = 1399.60 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.72 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 129.99 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 13.56 LONGEST FLOWPATH'FROM NODE 40.00 TO NODE 590.00 = 3350.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.954 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 9.59 EFFECTIVE AREA(ACRES) = 63.75 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 72.15 PEAK FLOW RATE(CFS) = 137.17 FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.954 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 8.10 EFFECTIVE AREA(ACRES) = 67.55 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 75.95 PEAK FLOW RATE(CFS) = 145.27 FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1425.80 DOWNSTREAM(FEET) = 1408.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.124 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.519 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.80 0.98 0.10 32 10.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.54 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1404.10 DOWNSTREAM(FEET) = 1399.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.51 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.54 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 590.00 = 930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 5.54 10.16 3.513 0.98( 0.10) LONGEST FLOWPATH FROM NODE 180.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 145.27 13.56 2.954 0.97( 0.56) 2 143.22 14.65 2.820 0.97( 0.56) 3 142.02 15.26 2.751 0.97( 0.56) 4 141.18 15.54 2.722 0.97( 0.56) 5 137.71 16.52 2.623 0.98( 0.56) 6 135.61 17.03 2.576 0.98( 0.57) 7 131.44 17.85 2.504 0.97( 0.57) 8 118.61 20.56 2.301 0.98( 0.57) LONGEST FLOWPATH FROM NODE 40.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 139.81 10.16 3.513 0.97( 0.55) 2 149.90 13.56 2.954 0.97( 0.55) 3 147.64 14.65 2.820 0.97( 0.55) 4 146.32 15.26 2.751 0.97( 0.55) 5 145.44 15.54 2.722 0.98( 0.55) 6 141.81 16.52 2.623 0.98( 0.55) 7 139.63 17.03 2.576 0.98( 0.55) 8 135.34 17.85 2.504 0.97( 0.55) 9 122.18 20.56 2.301 0.98( 0.55) TOTAL AREA(ACRES) = 77.75 Ap Ae HEADWATER (ACRES) NODE 0.10 1.8 180.00 590.00 = 930.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.58 67.5 80.00 0.58 70.5 80.00 0.58 72.2 110.00 0.58 72.7 140.00 0.58 74.3 190.00 0.58 74.9 10.00 0.58 75.3 165.00 0.58 76.0 40.00 590.00 = 3350.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.56 52.4 180.00 0.57 69.3 80.00 0.57 72.3 80.00 0.57 74.0 110.00 0.57 74.5 140.00 0.57 76.1 190.00 0.57 76.7 10.00 0.57 77.1 165.00 0.57 77.8 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 149.90 Tc(MIN.) = 13.559 EFFECTIVE AREA(ACRES) = 69.35 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 77.75 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 590.00 = 3350.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 77.75 TC(MIN.) = 13.56 EFFECTIVE AREA(ACRES) = 69.35 AREA - AVERAGED Fm(INCH /HR)= 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 PEAK FLOW RATE(CFS) = 149.90 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 139.81 10.16 3.513 0.97( 0.55) 0.56 52.4 180.00 2 149.90 13.56 2.954 0.97( 0.55) 0.57 69.3 80.00 3 147.64 14.65 2.820 0.97( 0.55) 0.57 72.3 80.00 4 146.32 15.26 2.751 0.97( 0.55) 0.57 74.0 110.00 5 145.44 15.54 2.722 0.98( 0.55) 0.57 74.5 140.00 6 141.81 16.52 2.623 0.98( 0.55) 0.57 76.1 190.00 7 139.63 17.03 2.576 0.98( 0.55) 0.57 76.7 10.00 8 135.34 17.85 2.504 0.97( 0.55) 0.57 77.1 165.00 9 122.18 20.56 2.301 0.98( 0.55) 0.57 77.8 40.00 END OF RATIONAL METHOD ANALYSIS m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CYPRESS AVENUE STORM DRAIN * 100 YEAR STORM EVENT * ULTIMATE CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYPRESOO.DAT TIME /DATE OF STUDY: 09:49 06/02/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 22.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 ------------------------------------------------------------ >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m C� INITIAL SUBAREA FLOW- LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1456.70 DOWNSTREAM(FEET) = 1452.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.519 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.321 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 2.70 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.08 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 10.52 0.97 = 9.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 10.52 RAINFALL INTENSITY(INCH /HR) = 4.32 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1456.70 DOWNSTREAM(FEET) = 1452.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.859 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.662 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.40 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.42 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 13.86 0.98 9.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 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.) = 13.86 RAINFALL INTENSITY(INCH /HR) = 3.66 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.42 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 9.08 10.52 2 9.42 13.86 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 4.321 0.97( 0.58) 3.662 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 2.7 10.00 0.60 3.4 40.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 17.75 10.52 4.321 0.98( 0.59) 0.60 5.3 10.00 2 16.89 13.86 3.662 0.97( 0.58) 0.60 6.1 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.75 Tc(MIN.) = 10.52 EFFECTIVE AREA(ACRES) = 5.28 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 6.10 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 30.00 = 570.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1452.40 DOWNSTREAM ELEVATION(FEET) = 1447.10 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.01 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 11.64 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.066 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.10 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) = 6.38 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 19.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 FLOW VELOCITY(FEET /SEC.) = 4.04 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 840.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< == MAINLINE Tc(MIN) = 11. 64__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.066 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 8.15 EFFECTIVE AREA(ACRES) = 8.98 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 28.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1447.10 DOWNSTREAM ELEVATION(FEET) = 1444.70 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.03 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.01 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.38 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 12.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.819 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.78 EFFECTIVE AREA(ACRES) = 10.28 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 29.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.01 FLOW VELOCITY(FEET /SEC.) = 3.37 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1444.70 DOWNSTREAM ELEVATION(FEET) = 1443.30 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.50 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 24.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 14.27 x * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.599 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.15 EFFECTIVE AREA(ACRES) = 12.18 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = 33.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 24.33 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 70.00 = 1340.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 14.27 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.599 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 13.48 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 14.30 PEAK FLOW RATE(CFS) = 36.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 530.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: TiPSTREAM(FEET) = 1438.80 DOWNSTREAM(FEET) = 1435.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 36.57 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.65 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< m * * * * * * * * * * * * * * * * * * ** * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1450.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.132 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.176 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.10 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 13.25 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.13 0.98 13.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1450.10 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.16 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 12.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.935 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 5.40 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 16.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 FLOW VELOCITY(FEET /SEC.) = 3.20 DEPTH *VELOCITY(FT *FT /SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 130.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.29 RAINFALL INTENSITY(INCH /HR) = 3.94 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.644 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.869 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.90 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 14.48 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 12.64 0.98 = 14.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFI ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 16.28 12.29 2 14.48 12.64 12.64 3.87 0.59 0.98 4.90 4.90 UENCE = 14.48 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.935 0.98( 0.59) 3.869 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 5.4 110.00 0.60 4.9 140.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 30.65 12.29 3.935 0.98( 0.59) 0.60 10.2 110.00 2 30.44 12.64 3.869 0.98( 0.59) 0.60 10.3 140.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.65 Tc(MIN.) = 12.29 EFFECTIVE AREA(ACRES) = 10.16 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 130.00 = 805.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 530.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1442.90 DOWNSTREAM(FEET) = 1435.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.44 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.65 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 530.00 = 1315.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 11 ** MEMORY BANK # STREAM Q NUMBER (CFS) 1 36.57 2 33.14 LONGEST FLOWPATH 1 CONFLUENCE DATA ** Tc Intensity Fp(Fm) (MIN.) (INCH /HR) (INCH /HR) 14.65 3.542 0.97( 0.58) 18.11 3.119 0.98( 0.59) FROM NODE 40.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.60 13.5 10.00 0.60 14.3 40.00 530.00 = 1590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 66.07 13.10 3.787 0.98( 0.59) 0.60 22.2 110.00 2 66.14 13.46 3.727 0.98( 0.59) 0.60 22.7 140.00 3 65.22 14.65 3.542 0.98( 0.59) 0.60 23.8 10.00 4 57.69 18.11 3.119 0.98( 0.59) 0.60 24.6 40.00 TOTAL AREA(ACRES) = 24.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.14 Tc(MIN.) = 13.459 EFFECTIVE AREA(ACRES) = 22.69 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 24.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1424.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 66.14 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 540.00 = 2040.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.96 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.646 SUBAREA LOSS RATE DATA(AMC II): --------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 30.65 13.10 3.787 0.98( 0.59) 0.60 10.2 110.00 2 30.44 13.46 3.727 0.98( 0.59) 0.60 10.3 140.00 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 530.00 = 1315.00 FEET. ** MEMORY BANK # STREAM Q NUMBER (CFS) 1 36.57 2 33.14 LONGEST FLOWPATH 1 CONFLUENCE DATA ** Tc Intensity Fp(Fm) (MIN.) (INCH /HR) (INCH /HR) 14.65 3.542 0.97( 0.58) 18.11 3.119 0.98( 0.59) FROM NODE 40.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.60 13.5 10.00 0.60 14.3 40.00 530.00 = 1590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 66.07 13.10 3.787 0.98( 0.59) 0.60 22.2 110.00 2 66.14 13.46 3.727 0.98( 0.59) 0.60 22.7 140.00 3 65.22 14.65 3.542 0.98( 0.59) 0.60 23.8 10.00 4 57.69 18.11 3.119 0.98( 0.59) 0.60 24.6 40.00 TOTAL AREA(ACRES) = 24.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.14 Tc(MIN.) = 13.459 EFFECTIVE AREA(ACRES) = 22.69 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 24.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 530.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1424.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 66.14 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 540.00 = 2040.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.96 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.646 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 12.95 EFFECTIVE AREA(ACRES) = 27.39 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 29.30 PEAK FLOW RATE(CFS) = 75.45 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 75.55 13.60 3.703 0.98( 0.59) 0.60 26.9 110.00 2 75.45 13.96 3.646 0.98( 0.59) 0.60 27.4 140.00 3 73.98 15.15 3.471 0.98( 0.59) 0.60 28.5 10.00 4 65.44 18.63 3.066 0.98( 0.59) 0.60 29.3 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 75.55 Tc(MIN.) = 13.60 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE AREA(ACRES) = 26.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.15 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 75.55 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 14.05 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 2 ««< ** *MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1441.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.823 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.502 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.80 0.98 0.10 32 9.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 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.) = 9.82 RAINFALL INTENSITY(INCH /HR) = 4.50 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.80 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 165.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.00 DOWNSTREAM(FEET) = 1441.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.065 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.630 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.70 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.14 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 14.07 0.98 10.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 155.00 - TO - NODE - 155.00 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.) = 14.07 RAINFALL INTENSITY(INCH /HR) = 3.63 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 3.70 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.14 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 3.17 9.82 2 10.14 14.07 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 4.502 0.97( 0.10) 3.630 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.10 0.8 80.00 0.60 3.7 165.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.28 9.82 4.502 0.98( 0.47) 0.48 3.4 80.00 2 12.68 14.07 3.630 0.98( 0.50) 0.51 4.5 165.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.68 Tc(MIN.) = 14.07 EFFECTIVE AREA(ACRES) = 4.50 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 155.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1441.80 DOWNSTREAM ELEVATION(FEET) = 1435.60 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 c: HALFSTREET FLOOD WIDTH(FEET) = 16.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.20 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 15.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.478 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.25 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 4.75 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 4.75 PEAK FLOW RATE(CFS) = 12.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.29 FLOW VELOCITY(FEET /SEC.) = 4.51 DEPTH *VELOCITY(FT *FT /SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 160.00 = 1180.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.478 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.11 EFFECTIVE AREA(ACRES) = 8.25 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.25 PEAK FLOW RATE(CFS) = 21.94 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.92 10.86 4.238 0.98( 0.51) 0.53 7.1 80.00 2 21.94 15.10 3.478 0.98( 0.52) 0.54 8.2 165.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 23.92 Tc(MIN.) = 10.86 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.53 EFFECTIVE AREA(ACRES) = 7.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< -- UPSTREAM ELEVATION(FEET) = 1435.60 DOWNSTREAM ELEVATION(FEET) = 1425.80 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 21.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.22 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.05 STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 12.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.928 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 7.53 AREA- AVERAGED Fm(INCH /HR) = 0.49 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.65 PEAK FLOW RATE(CFS) = 23.92 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 21.10 FLOW VELOCITY(FEET /SEC.) = 5.15 DEPTH *VELOCITY(FT *FT /SEC.) = 2.99 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 180.00 = 1640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN) = 12.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.928 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 9.83 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 10.95 PEAK FLOW RATE(CFS) = 30.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE 180.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1416.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.74 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.22 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) _. 12.38 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.38 RAINFALL INTENSITY(INCH /HR) = 3.92 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 9.83 TOTAL STREAM AREA(ACRES) = 10.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 156.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1441.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.823 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.502 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 9.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 156.00 TO NODE 181.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- m N m UPSTREAM ELEVATION(FEET) = 1441.80 DOWNSTREAM ELEVATION(FEET) = 1425.80 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW-DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 13.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.745 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) COMMERCIAL A 0.70 0.98 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2. EFFECTIVE AREA(ACRES) = 1.60 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = SCS CN 32 30 0.10 5.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.21 FLOW VELOCITY(FEET /SEC.) = 3.63 DEPTH *VELOCITY(FT *FT /SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 181.00 = 1650.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1425.80 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.92 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 2 PIPE- FLOW(CFS) = 5.25 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.42 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.31 12.38 3.919 0.98( 0.46) 0.47 11.3 80.00 2 34.75 13.42 3.733 0.98( 0.46) 0.47 11.7 80.00 3 31.84 16.66 3.279 0.98( 0.47) 0.48 12.5 165.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.31 Tc(MIN.) = 12.38 EFFECTIVE AREA(ACRES) = 11.31 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 12.55 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 35.31 12.38 3.919 0.98( 0.46) 2 34.75 13.42 3.733 0.98( 0.46) 3 31.84 16.66 3.279 0.98( 0.47) LONGEST FLOWPATH FROM NODE 80.00 TO NODE ** MEMORY BANK # 2 CO] STREAM Q Tc NUMBER (CFS) (MIN.) 1 75.55 14.05 C. 2 75.45 14.40 3 73.98 15.59 4 65.44 19.09 VFLUENCE DA Intensity (INCH /HR) 3.632 3.578 3.411 3.022 kTA * * Fp (Fm) (INCH /HR) 0.98( 0.59) 0.98( 0.59) 0.98( 0.59) 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.47 11.3 80.00 0.47 11.7 80.00 0.48 12.5 165.00 545.00 = 1700.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.60 26.9 110.00 0.60 27.4 140.00 0.60 28.5 10.00 0.60 29.3 40.00 = = TOTAL NUMBER OF-STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH /HR) = 3.73 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.25 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 30.22 12.38 3.919 0.98( 0.51) 0.53 9.8 80.00 1 27.25 16.66 3.279 0.98( 0.52) 0.53 10.9 165.00 2 5.25 13.42 3.733 0.98( 0.10) 0.10 1.6 80.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.31 12.38 3.919 0.98( 0.46) 0.47 11.3 80.00 2 34.75 13.42 3.733 0.98( 0.46) 0.47 11.7 80.00 3 31.84 16.66 3.279 0.98( 0.47) 0.48 12.5 165.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.31 Tc(MIN.) = 12.38 EFFECTIVE AREA(ACRES) = 11.31 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 12.55 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 545.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 35.31 12.38 3.919 0.98( 0.46) 2 34.75 13.42 3.733 0.98( 0.46) 3 31.84 16.66 3.279 0.98( 0.47) LONGEST FLOWPATH FROM NODE 80.00 TO NODE ** MEMORY BANK # 2 CO] STREAM Q Tc NUMBER (CFS) (MIN.) 1 75.55 14.05 C. 2 75.45 14.40 3 73.98 15.59 4 65.44 19.09 VFLUENCE DA Intensity (INCH /HR) 3.632 3.578 3.411 3.022 kTA * * Fp (Fm) (INCH /HR) 0.98( 0.59) 0.98( 0.59) 0.98( 0.59) 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.47 11.3 80.00 0.47 11.7 80.00 0.48 12.5 165.00 545.00 = 1700.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.60 26.9 110.00 0.60 27.4 140.00 0.60 28.5 10.00 0.60 29.3 40.00 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. ** PEAK FLOW RATE TABLE ** TOTAL AREA(ACRES) = 41.85 LONGEST FLOWPATH FROM NODE 40.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.632 (ACRES) NODE 1 108.14 12.38 3.919 0.98( 0.54) 0.56 35.0 80.00 2 109.31 13.42 3.733 0.97( 0.55) 0.56 37.4 80.00 3 109.73 14.05 3.632 0.98( 0.55) 0.56 38.8 110.00 4 109.32 14.40 3.578 0.98( 0.55) 0.56 39.3 140.00 5 106.78 15.59 3.411 0.98( 0.55) 0.56 40.8 10.00 6 103.23 16.66 3.279 0.98( 0.55) 0.56 41.3 165.00 7 94.37 19.09 3.022 0.98( 0.55) 0.56 41.8 40.00 TOTAL AREA(ACRES) = 41.85 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.56 EFFECTIVE AREA(ACRES) = 42.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.73 Tc(MIN.) = 14.047 EFFECTIVE AREA(ACRES) = 38.79 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 41.85 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 545.00 = 2390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.632 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 14.26 EFFECTIVE AREA(ACRES) = 43.99 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 47.05 PEAK FLOW RATE(CFS) = 121.99 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 122.00 12.38 3.919 0.98( 0.55) 0.56 40.2 80.00 2 122.12 13.42 3.733 0.97( 0.55) 0.56 42.6 80.00 3 121.99 14.05 3.632 0.98( 0.55) 0.57 44.0 110.00 4 121.36 14.40 3.578 0.98( 0.55) 0.57 44.5 140.00 5 118.24 15.59 3.411 0.97( 0.55) 0.57 46.0 10.00 6 114.05 16.66 3.279 0.97( 0.55) 0.57 46.5 165.00 7 104.53 19.09 3.022 0.98( 0.55) 0.57 47.0 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 122.12 Tc(MIN.) = 13.42 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.56 EFFECTIVE AREA(ACRES) = 42.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 545.00 TO NODE 560.00 IS CODE = 41 - --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1418.50 DOWNSTREAM(FEET) = 1412.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.94 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 122.12 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.60 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** *MEMORY BANK # 3 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.317 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 10.54 0.98 = 2.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.20 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 m Lq A DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 RESIDENTIAL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 13.42 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.733 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 4.00 0.98 0.60 32 LOSS RATE, Fp(INCH /HR) = 0.98 AREA FRACTION, Ap = 0.60 4.00 SUBAREA RUNOFF(CFS) = 11.33 4.60 AREA- AVERAGED FM(INCH /HR) = 0.59 0.98 AREA- AVERAGED Ap = 0.60 4.60 PEAK FLOW RATE(CFS) = 13.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.46 FLOW VELOCITY(FEET /SEC.) = 3.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1424.20 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.538 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 5.80 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 15.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 FLOW VELOCITY(FEET /SEC.) = 2.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.538 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.32 EFFECTIVE AREA(ACRES) = 7.80 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 20.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1419.00 DOWNSTREAM(FEET) = 1413.50 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.26 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.73 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 15.34 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 560.00 = 1400.00 FEET. FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 Lq C7 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.73 15.34 3.445 0.97( 0.58) 0.60 7.8 190.00 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 560.00 = 1400.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 122.00 12.55 3.886 0.98( 0.55) 0.56 40.2 80.00 2 122.12 13.60 3.704 0.97( 0.55) 0.56 42.6 80.00 3 121.99 14.22 3.605 0.98( 0.55) 0.57 44.0 110.00 4 121.36 14.58 3.552 0.98( 0.55) 0.57 44.5 140.00 5 118.24 15.77 3.388 0.97( 0.55) 0.57 46.0 10.00 6 114.05 16.83 3.258 0.97( 0.55) 0.57 46.5 165.00 7 104.53 19.27 3.005 0.98( 0.55) 0.57 47.0 40.00 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 141.57 12.55 3.886 0.98( 0.55) 0.57 46.6 80.00 2 142.15 13.60 3.704 0.97( 0.55) 0.57 49.5 80.00 3 142.29 14.22 3.605 0.98( 0.56) 0.57 51.2 110.00 4 141.79 14.58 3.552 0.97( 0.56) 0.57 52.0 140.00 5 140.09 15.34 3.445 0.97( 0.56) 0.57 53.2 190.00 6 138.56 15.77 3.388 0.97( 0.56) 0.57 53.8 10.00 7 133.43 16.83 3.258 0.97( 0.56) 0.57 54.3 165.00 8 122.07 19.27 3.005 0.98( 0.56) 0.57 54.8 40.00 TOTAL AREA(ACRES) = 54.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 142.29 Tc(MIN.) = 14.223 EFFECTIVE AREA(ACRES) = 51.22 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 54.85 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 560.00 = 2590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1413.50 DOWNSTREAM(FEET) = 1411.30 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 29.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.35 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 142.29 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.35 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 570.00 = 2710.00 FEET. FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 14.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.587 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 12.16 EFFECTIVE AREA(ACRES) = 55.72 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 59.35 PEAK FLOW RATE(CFS) = 151.88 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 152.09 12.68 3.863 0.97( 0.56) 0.57 51.1 80.00 2 152.07 13.72 3.684 0.97( 0.56) 0.57 54.0 80.00 3 151.88 14.35 3.587 0.97( 0.56) 0.57 55.7 110.00 4 151.22 14.70 3.535 0.97( 0.56) 0.57 56.5 140.00 5 149.13 15.47 3.429 0.97( 0.56) 0.57 57.7 190.00 6 147.49 15.90 3.373 0.98( 0.56) 0.57 58.3 10.00 7 142.01 16.96 3.244 0.97( 0.56) 0.57 58.8 165.00 8 129.96 19.40 2.993 0.98( 0.56) 0.57 59.3 40.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 152.09 Tc(MIN.) = 12.68 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 EFFECTIVE AREA(ACRES) = 51.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 570.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1411.30 DOWNSTREAM(FEET) = 1405.20 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.86 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 152.09 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 12.99 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 580.00 = 3030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 13.05 EFFECTIVE AREA(ACRES) = 55.62 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 63.85 PEAK FLOW RATE(CFS) = 162.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 11.02 EFFECTIVE AREA(ACRES) = 59.42 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 67.65 PEAK FLOW RATE(CFS) = 173.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 580.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1405.20 DOWNSTREAM(FEET) = 1399.60 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 33.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.81 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 173.54 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 13.31 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 590.00 = 3350.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.31 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.752 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL y 11 3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 12.82 EFFECTIVE AREA(ACRES) = 63.92 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 72.15 PEAK FLOW RATE(CFS) = 183.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.31 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.752 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 3.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 10.83 EFFECTIVE AREA(ACRES) = 67.72 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 75.95 PEAK FLOW RATE(CFS) = 194.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEA.R MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1425.80 DOWNSTREAM(FEET) = 1408.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.124 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.421 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.80 0.98 0.10 32 10.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.00 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 7.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1404.10 DOWNSTREAM(FEET) = 1399.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.59 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.00 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 590.00 = 930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 7.00 10.15 4.413 0.98( 0.10) LONGEST FLOWPATH FROM NODE 180.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 194.27 13.31 3.752 0.97( 0.56) 2 192.11 14.35 3.586 0.97( 0.56) 3 190.74 14.98 3.495 0.97( 0.56) 4 189.46 15.34 3.446 0.97( 0.56) 5 186.12 16.10 3.347 0.97( 0.56) 6 183.83 16.53 3.294 0.98( 0.57) 7 176.86 17.60 3.172 0.97( 0.57) 8 161.88 20.05 2.934 0.98( 0.57) LONGEST FLOWPATH FROM NODE 40.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 185.96 10.15 4.413 0.97( 0.55) 2 200.20 13.31 3.752 0.97( 0.55) 3 197.78 14.35 3.586 0.97( 0.55) 4 196.26 14.98 3.495 0.98( 0.55) 5 194.90 15.34 3.446 0.98( 0.55) 6 191.40 16.10 3.347 0.97( 0.55) 7 189.02 16.53 3.294 0.98( 0.55) 8 181.85 17.60 3.172 0.97( 0.55) 9 166.48 20.05 2.934 0.98( 0.55) TOTAL AREA(ACRES) = 77.75 Ap Ae HEADWATER (ACRES) NODE 0.10 1.8 180.00 590.00 = 930.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.58 67.7 80.00 0.58 70.6 80.00 0.58 72.3 110.00 0.58 73.1 140.00 0.58 74.3 190.00 0.58 74.9 10.00 0.58 75.4 165.00 0.58 76.0 40.00 590.00 = 3350.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.56 53.5 180.00 0.57 69.5 80.00 0.57 72.4 80.00 0.57 74.1 110.00 0.57 74.9 140.00 0.57 76.1 190.00 0.57 76.7 10.00 0.57 77.2 165.00 0.57 77.8 40.00 ** PEAK FLOW RATE TABLE ** STREAM COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Intensity Fp(Fm) PEAK FLOW RATE(CFS) = 200.20 Tc(MIN.) = 13.311 (CFS) EFFECTIVE AREA(ACRES) = 69.52 AREA - AVERAGED Fm(INCH /HR) = 0.55 (ACRES) AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 4.413 TOTAL AREA(ACRES) = 77.75 0.55) 0.56 53.5 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 590.00 = 3350.00 FEET. 13.31 END OF STUDY SUMMARY: 0.97( 0.55) 0.57 69.5 TOTAL AREA(ACRES) = 77.75 TC(MIN.) = 13.31 3.586 EFFECTIVE AREA(ACRES) = 69.52 AREA- AVERAGED Fm(INCH /HR)= 0.55 80.00 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 0.98( PEAK FLOW RATE(CFS) = 200.20 74.1 110.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 185.96 10.15 4.413 0.97( 0.55) 0.56 53.5 180.00 2 200.20 13.31 3.752 0.97( 0.55) 0.57 69.5 80.00 3 197.78 14.35 3.586 0.97( 0.55) 0.57 72.4 80.00 4 196.26 14.98 3.495 0.98( 0.55) 0.57 74.1 110.00 5 194.90 15.34 3.446 0.98( 0.55) 0.57 74.9 140.00 6 191.40 16.10 3.347 0.97( 0.55) 0.57 76.1 190.00 7 189.02 16.53 3.294 0.98( 0.55) 0.57 76.7 10.00 8 181.85 17.60 3.172 0.97( 0.55) 0.57 77.2 165.00 9 166.48 20.05 2.934 0.98( 0.55) 0.57 77.8 40.00 END OF RATIONAL METHOD ANALYSIS Detention Basin Hydrology and Hydraulics C• A) Undeveloped condition - 2 year storm, 2 year intensity, AMC I - 10 year storm, 5 year intensity, AMC II - 25 year storm, 10 year intensity, AMC II - 100 year storm, 25 year intensity, � AMC II A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC I * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WU2.DAT TIME /DATE OF STUDY: 10:55 03/03/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< A m INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.891 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.849 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 21 11.89 1.00 0.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.43 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.646 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 0.96 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 1.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 k me CHANNEL FLOW THRU SUBAREA(CFS) = 1.09 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 16.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.86 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.499 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.04 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 3.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 3.11 FLOW VELOCITY(FEET /SEC) = 3.02 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 19.07 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 19.07 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.393 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 2.39 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 4.84 - - FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 4.84 FLOW VELOCITY(FEET /SEC) = 2.59 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.52 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.295 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 5.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 5.29 FLOW VELOCITY(FEET /SEC) = 3.33 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 23.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 23.37 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.233 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 1.00 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 5.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 5.29 FLOW VELOCITY(FEET /SEC) = 3.25 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 24.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 24.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.192 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 1.00 1.0c 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 0.83 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 5.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.70 RAINFALL INTENSITY(INCH /HR) = 1.19 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.29 A FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.109 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 �. STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 2.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 7.08 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.522 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 1.00 0.10 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.92 FLOW VELOCITY(FEET /SEC.) = 2.40 DEPTH *VELOCITY(FT *FT /SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 4.00 Tc(MIN.) = 11.09 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.928 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 1.00 0.10 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.72 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH *VELOCITY(FT *FT /SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 C IN STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 5.85 Tc(MIN.) = 16.94 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.495 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) COMMERCIAL A 0.60 1.00 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0, EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = SCS CN 17 75 0.10 1.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.98 FLOW VELOCITY(FEET /SEC.) = 2.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.94 RAINFALL INTENSITY(INCH /HR) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.29 24.70 1.192 1.00( 1.00) 1.00 29.8 10.00 2 1.63 16.94 1.495 1.00( 0.10) 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.92 16.94 1.495 1.00( 0.95) 0.95 21.7 90.00 2 6.57 24.70 1.192 1.00( 0.96) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) = 6.92 Tc(MIN.) = 16.94 EFFECTIVE AREA(ACRES) = 21.75 AREA - AVERAGED Fm(INCH /HR) = 0.95 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 16.94 EFFECTIVE AREA(ACRES) = 21.75 AREA- AVERAGED Fm(INCH /HR)= 0.95 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 6.92 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.92 16.94 1.495 1.00( 0.95) 0.95 21.7 90.00 - _---- 2 65724_70 1.192 1.00( 0.96) 0.96 31.1 10.00 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 10 YEAR STORM EVENT, 5 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WU1.DAT TIME /DATE OF STUDY: 10:50 03/03/2004 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 = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.9100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< a N INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.891 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.403 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 11.89 0.94 0.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 14.43 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.140 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 2.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 2.04 FLOW VELOCITY(FEET /SEC) = 2.40 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 16.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.58 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.969 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.04 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 4.69 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 6.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ----------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 6.43 FLOW VELOCITY(FEET /SEC) = 3.58 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.44 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.847 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 5.55 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 11.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA «< < ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 11.22 FLOW VELOCITY(FEET /SEC) = 3.18 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 20.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.43 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.737 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 4.49 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 14.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 14.36 FLOW VELOCITY(FEET /SEC) = 4.28 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 21.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) _ * 10 YEAR RAINFALL SUBAREA LOSS RATE D, DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" 21.87 INTENSITY(INCH /HR) = 1.667 kTA ( AMC IV: SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 3.36 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 16.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 16.47 FLOW VELOCITY(FEET /SEC) = 4.32 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 22.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 22.88 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 18.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 22.88 RAINFALL INTENSITY(INCH /HR) = 1.62 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.042 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.35 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.86 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 7.08 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.280 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 ' TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.72 FLOW VELOCITY(FEET /SEC.) = 2.52 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.64 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 10.87 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.537 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.65 FLOW VELOCITY(FEET /SEC.) = 2.74 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 N DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = 16.33 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.986 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.33 RAINFALL INTENSITY(INCH /HR) = 1.99 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 2 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 18.44 22.88 2 2.21 16.33 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.623 0.94( 0.94) 1.986 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 29.8 10.00 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.65 16.33 1.986 0.94( 0.89) 0.95 22.6 90.00 2 20.22 22.88 1.623 0.94( 0.90) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.65 Tc(MIN.) = 16.33 EFFECTIVE AREA(ACRES) = 22.59 AREA-AVERAGED Fm(INCH/HR) = 0.89 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 16.33 EFFECTIVE AREA(ACRES) = 22.59 AREA-AVERAGED Fm(INCH/HR)= 0.89 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 20.65 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.65 16.33 1.986 0.94( 0.89) 0.95 22.6 90.00 2 20.22 22.88 1.623 0.94( 0.90) 0.96 31.1 10.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * # * * * * * * * * * # * # * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * # * * * * # # # # * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 25 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. *###*#*#*******************#*##*********#** * * # * # * * * # * # # # # * # * * # # * # # * * # # * * ## FILE NAME: 16572WU5.DAT TIME /DATE OF STUDY: 10:44 03/03/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED *******##*#*****#**#*****#***********#***#*** # * # * * * * * * * * * * * * * * * * * * * # * * # * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ------------------------------------------------------ >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.891 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.747 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 11.89 0.94 0.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.37 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.43 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.446 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 2.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 ' CHANNEL FLOW THRU SUBAREA(CFS) = 2.55 FLOW VELOCITY(FEET /SEC) = 2.52 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 16.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 16.48 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.258 SUBAREA LOSS RATE DATA(AMC II): * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.125 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER SCS LAND USE GROUP "GRASS" A 5.04 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 "GRASS" A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 = 0.94 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 8.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 --------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 8.24 FLOW VELOCITY(FEET /SEC) = 3.80 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 18.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 18.23 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 7.25 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 cl TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 14.66 FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 14.66 FLOW VELOCITY(FEET /SEC) = 3.41 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 20.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.09 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.005 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 19.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 19.17 FLOW VELOCITY(FEET /SEC) = 4.62 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 21.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) _ * 25 YEAR RAINFALL SUBAREA LOSS RATE D, DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" ----------------------------------------------- ----------------------------------------------- 21.42 INTENSITY(INCH /HR) = 1.929 %TA (AMC IV: SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 22.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 22.37 FLOW VELOCITY(FEET /SEC) = 4.69 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 22.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 22.35 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 4.08 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 25.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 22.35 RAINFALL INTENSITY(INCH /HR) = 1.88 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.619 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 7.03 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.765 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.19 FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.58 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) - 0.70 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 10.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.926 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.18 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<<<<< ------------------------------ UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 A, N DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 5.27 Tc(MIN.) = 15.97 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.301 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.64 FLOW VELOCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.97 RAINFALL INTENSITY(INCH /HR) = 2.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.58 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 25.36 22.35 1.881 0.94( 0.94) 1.00 29.8 10.00 2 2.58 15.97 2.301 0.97( 0.10) 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.94 15.97 2.301 0.94( 0.89) 0.95 22.6 90.00 2 27.45 22.35 1.881 0.94( 0.90) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.94 Tc(MIN.) = 15.97 EFFECTIVE AREA(ACRES) = 22.61 AREA - AVERAGED Fm(INCH /HR) = 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 15.97 EFFECTIVE AREA(ACRES) = 22.61 AREA- AVERAGED Fm(INCH /HR)= 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 27.94 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.94 15.97 2.301 0.94( 0.89) 0.95 22.6 90.00 2 27.45 22.35 1.881 0.94( 0.90) 0.96 31.1 10.00 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 100 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WUO.DAT TIME /DATE OF STUDY: 10:37 03/03/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< a m INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.891 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.195 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.23 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 11.89 0.94 0.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0120 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.47 FLOW VELOCITY(FEET /SEC) = 1.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.54 TC(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.43 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.65 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.84 EFFECTIVE AREA(ACRES) = 1.88 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 3.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1457.00 DOWNSTREAM(FEET) = 1451.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 3.23 FLOW VELOCITY(FEET /SEC) = 2.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 16.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 16.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.638 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.04 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 7.72 EFFECTIVE AREA(ACRES) = 6.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 10.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1440.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0255 CHANNEL FLOW THRU SUBAREA(CFS) = 10.60 FLOW VELOCITY(FEET /SEC) = 4.05 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 18.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.02 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.490 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.77 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.77 SUBAREA RUNOFF(CFS) = 9.47 EFFECTIVE AREA(ACRES) = 13.69 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.69 PEAK FLOW RATE(CFS) = 19.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.80 DOWNSTREAM(FEET) = 1435.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0153 CHANNEL FLOW THRU SUBAREA(CFS) = 19.15 FLOW VELOCITY(FEET /SEC) = 3.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.23 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 7.97 EFFECTIVE AREA(ACRES) = 19.92 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.92 PEAK FLOW RATE(CFS) = 25.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1426.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0243 CHANNEL FLOW THRU SUBAREA(CFS) = 25.47 FLOW VELOCITY(FEET /SEC) = 4.99 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 20.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 20.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS M. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.14 EFFECTIVE AREA(ACRES) = 25.02 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.02 PEAK FLOW RATE(CFS) = 30.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ' 70.00 TO NODE 80.00 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1426.00 DOWNSTREAM(FEET) = 1420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 30.10 FLOW VELOCITY(FEET /SEC) = 5.09 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 21.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.219 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.54 EFFECTIVE AREA(ACRES) = 29.82 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) = 34.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 21.84 RAINFALL INTENSITY(INCH /HR) = 2.22 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.82 TOTAL STREAM AREA(ACRES) = 29.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 A __ . 4 :07; » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < l »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1458.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1458.80 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 4:: STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 7.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.387 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 4:1; AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.65 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 • LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1452.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 3.54 Tc(MIN.) = 10.56 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.432 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 80.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 A A DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 5.09 Tc(MIN.) = 15.65 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.65 RAINFALL INTENSITY(INCH /HR) = 2.71 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 2 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.06 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 34.43 21.84 2 3.06 15.65 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.219 0.94( 0.94) 2.710 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 29.8 10.00 0.10 1.3 90.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 37.18 15.65 2.710 0.94( 0.89) 0.95 22.7 90.00 2 36.92 21.84 2.219 0.94( 0.90) 0.96 31.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.18 Tc(MIN.) = 15.65 EFFECTIVE AREA(ACRES) = 22.67 AREA- AVERAGED Fm(INCH /HR) = 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 31.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2080.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.12 TC(MIN.) = 15.65 EFFECTIVE AREA(ACRES) = 22.67 AREA- AVERAGED Fm(INCH /HR)= 0.89 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 37.18 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 37.18 15.65 2.710 0.94( 0.89) 0.95 22.7 90.00 2 36.92 21.84 2.219 0.94( 0.90) 0.96 31.1 10.00 END OF RATIONAL METHOD ANALYSIS 1 a\ B) Developed condition - 2 year storm, 2 year intensity, AMC III - 10 year storm, 10 year intensity, AMC III - 25 year storm, 25 year intensity, AMC III - 100 year storm, 100 year � intensity, AMC III ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WD2.DAT TIME /DATE OF STUDY: 10:39 05/25/2004 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 = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - 100.00 TO NODE 110.00 IS CODE = 21 --------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - >>USE_ TIME -OF- CONCENTRATION - NOMOGRAPH _ FOR - INITIAL _ SUBAREA<< --------------- INITIAL SUBAREA FLOW- LENGTH(FEET) 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.491 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 17.02 0.72 0.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET /SEC) = 2.15 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 18.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 18.34 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.426 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 1.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 1.77 FLOW VELOCITY(FEET /SEC) = 2.33 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 20.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.55 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.331 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.20 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.30 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED FM(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 3.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW - PROCESS - FROM - NODE -- 130.00 TO NODE 140.00 IS CODE = 52 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 3.83 FLOW VELOCITY(FEET /SEC) = 3.14 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 21.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.93 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.280 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 cl AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 5.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** y FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIIQ.) = 21.93 RAINFALL INTENSITY(INCH /HR) = 1.28 AREA - AVERAGED Fm(INCH /HR) = 0.72 AREA - AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.849 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.207 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.80 0.10 52 8.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 8.85 2.21 0.08 0.80 0.60 0.60 UENCE = 1.15 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.51 21.93 1.280 0.72( 0.72) 1.00 11.0 100.00 2 1.15 8.85 2.207 0.80( 0.08) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.66 8.85 2.207 0.72( 0.65) 0.89 5.0 160.00 2 6.16 21.93 1.280 0.72( 0.69) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.66 Tc(MIN.) = 8.85 EFFECTIVE AREA(ACRES) = 5.04 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.65 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.66 PIPE TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 10.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 3 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANC SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * ' 2 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER E)]* *0.20 21.173 1.308 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) "GRASS" A 2.00 0.72 1.00 58 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 1.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.67 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.05 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 21.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.64 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.291 c SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 1.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 24.97 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.185 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 2.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 1.40 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 3.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.17 FLOW VELOCITY(FEET /SEC.) = 1.94 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFI 24.97 1.18 0.57 0.76 = 5.50 5.50 UENCE = 3.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.480 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.296 t SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.00 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) m A m (DECIMAL) CN (MIN.) 1.00 58 21.48 0.72 1.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.03 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.90 RAINFALL INTENSITY(INCH /HR) = 1.28 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 3.06 24.97 2 1.03 21.90 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.185 0.76( 0.57) 1.281 0.72( 0.72) Ap Ae HEADWATER (ACRES) NODE 0.75 5.5 300.00 1.00 2.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.09 21.90 1.281 0.75( 0.61) 0.82 6.8 350.00 2 3.91 24.97 1.185 0.75( 0.61) 0.81 7.5 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.09 Tc(MIN.) = 21.90 EFFECTIVE AREA(ACRES) = 6.82 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.90 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.281 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 7.12 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 4.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION FEET = 1435.10 DOWNSTREAM ELEVATION FEET = 1427.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 25.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.164 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.39 EFFECTIVE AREA(ACRES) = 7.52 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 4.43 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.73 FLOW VELOCITY(FEET /SEC.) = 2.83 DEPTH *VELOCITY(FT *FT /SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 25.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.164 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.10 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 8.62 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 4.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 151.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.04 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 25.73 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 4.67 25.73 1.163 0.75( 0.56) 2 4.39 28.84 1.086 0.75( 0.56) LONGEST FLOWPATH FROM NODE 300.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.75 8.6 350.00 0.75 9.3 300.00 151.00 = 1545.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.66 10.92 1.946 0.72( 0.65) 0.89 5.0 160.00 2 6.16 24.05 1.211 0.72( 0.69) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.22 10.92 1.946 0.74( 0.61) 0.83 8.7 160.00 2 10.83 24.05 1.211 0.73( 0.64) 0.87 19.7 100.00 3 10.26 25.73 1.163 0.74( 0.64) 0.87 20.2 350.00 4 9.07 28.84 1.086 0.74( 0.63) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.22 Tc(MIN.) = 10.919 EFFECTIVE AREA(ACRES) = 8.70 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.84 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.22 PIPE TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 2 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 10.536 1.988 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.80 0.80 0.60 52 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 mow' HALFSTREET FLOOD WIDTH(FEET) = 6.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.86 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 14.04 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.674 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 4.00 0.80 0.60 LOSS RATE, Fp(INCH /HR) = 0.80 AREA FRACTION, Ap = 0.60 4.00 SUBAREA RUNOFF(CFS) = 4.31 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 4.80 PEAK FLOW RATE(CFS) = 52 0.48 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.37 FLOW VELOCITY(FEET /SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< 10 » >>>( STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 " STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 15.48 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.578 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.90 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 5.70 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 5.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET /SEC.) = 1.86 DEPTH *VELOCITY(FT *FT /SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 15.48 RAINFALL INTENSITY(INCH /HR) = 1.58 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.65 FLOW PROCESS FROM NODE 185.00 TO NODE 188.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.314 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 1.10 0.72 1.00 58 21.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 0.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.67 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 21.68 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.68 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.289 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.29 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 0.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »,(STREET TABLE SECTION # 2 USED) « « < UPSTREAM ELEVATION(FEET) = 1424.50 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb - to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.41 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.32 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 23.33 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.234 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.41 EFFECTIVE AREA(ACRES) = 2.10 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 1.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.38 FLOW VELOCITY(FEET /SEC.) = 1.45 DEPTH *VELOCITY(FT *FT /SEC.) = 0.34 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 220.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 200.00 IS CODE = 81 » »,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 23.33 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.234 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 2.50 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 C TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 1.46 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 23.33 RAINFALL INTENSITY(INCH /HR) = 1.23 AREA- AVERAGED Fp(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.46 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.65 15.48 1.578 0.80( 0.48) 0.60 5.7 320.00 2 1.46 23.33 1.234 0.76( 0.59) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.10 15.48 1.578 0.78( 0.50) 0.64 7.4 320.00 2 5.34 23.33 1.234 0.78( 0.51) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.10 Tc(MIN.) = 15.48 EFFECTIVE AREA(ACRES) = 7.36 AREA- AVERAGED Fm(INCH/HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.63 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 7.10 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 15.70 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE -- 230.00 TO NODE 230.00 IS CODE = 11 -------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.10 15.70 1.565 0.78( 0.50) 0.64 7.4 320.00 2 5.34 23.57 1.226 0.78( 0.51) 0.65 8.2 185.00 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.22 12.33 1.809 0.74( 0.61) 0.83 8.7 160.00 2 10.83 25.48 1.170 0.73( 0.64) 0.87 19.7 100.00 3 10.26 27.18 1.126 0.74( 0.64) 0.87 20.2 350.00 4 9.07 30.34 1.054 0.74( 0.63) 0.86 20.9 300.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.08 12.33 1.809 0.75( 0.57) 0.75 14.5 160.00 2 18.22 15.70 1.565 0.75( 0.57) 0.76 18.9 320.00 3 16.22 23.57 1.226 0.75( 0.60) 0.80 26.3 185.00 4 15.74 25.48 1.170 0.75( 0.60) 0.81 27.9 100.00 5 14.84 27.18 1.126 0.75( 0.60) 0.80 28.4 350.00 6 13.11 30.34 1.054 0.75( 0.60) 0.80 29.1 300.00 TOTAL AREA(ACRES) = 29.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.22 Tc(MIN.) = 15.696 EFFECTIVE AREA(ACRES) = 18.86 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.109 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) cl COMMERCIAL A 0.10 0.80 0.10 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 5.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.109 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.38 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 3.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 5.75 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.860 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL COMMERCIAL A 0.10 0.80 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) _ 11 SCS CN 52 25 = 0.32 1.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 3.91 FLOW VELOCITY(FEET /SEC.) = 3.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.75 EFFECTIVE AREA(ACRES) = 0.50 AREA - AVERAGED FM(INCH /HR)= 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 1.14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WD1.DAT TIME /DATE OF STUDY: 10:51 05/25/2004 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 = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREE' HALF- CROWN TO WIDTH CROSSFALL NO. (FT) (FT) - -- - - - -- --- - - - - -- --- - - - -- --- - - - - -- 1 30.0 20.0 2 20.0 10.0 r- SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY ----------------- ----------------- 0.018/0.018/0.020 0.020/0.020/0.020 LED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) - - - - -- - - - -- - - - - -- - - - -- - - - - - -- ------ - - - -- - - - - -- - - - -- - - - - - -- 0.67 2.00 0.0313 0.167 0.0150 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.215 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 17.02 0.72 1.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 1.07 FLOW VELOCITY(FEET /SEC) = 2.18 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 18.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 18.32 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.119 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.51 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 3.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 3.52 FLOW VELOCITY(FEET /SEC) = 2.71 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 20.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 20.23 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.997 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.20 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.81 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 8.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 52 +r► - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 8.02 FLOW VELOCITY(FEET /SEC) = 3.74 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 21.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.39 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.931 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 11.95 cd, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 21.39 RAINFALL INTENSITY(INCH /HR) = 1.93 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA - AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.849 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.279 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.80 0.10 52 8.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 8.85 RAINFALL INTENSITY(INCH /HR) = 3.28 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 41711:; 1 11.95 21.39 1.931 0.72( 0.72) 1.00 11.0 100.00 2 1.73 8.85 3.279 0.80( 0.08) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.19 8.85 3.279 0.72( 0.65) 0.90 5.2 160.00 2 12.95 21.39 1.931 0.72( 0.69) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) = 12.95 Tc(MIN.) = 21.39 EFFECTIVE AREA(ACRES) = 11.60 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.29 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 12.95 PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 23.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.173 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.943 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc C LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.79 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.19 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 21.55 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.55 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.923 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.69 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 3.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET /SEC.)'= 2.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 24.44 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.783 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.58 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 6.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 180.00 - TO - NODE - - -- 180.0 - 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.) = 24.44 RAINFALL INTENSITY(INCH /HR) = 1.78 AREA- AVERAGED Fm(INCH /HR) 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E)]* *0.20 21.480 1.926 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 21.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.16 FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.42 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 21.82 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. 14 D ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.82 RAINFALL INTENSITY(INCH /HR) = 1.91 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.02 24.44 2 2.16 21.82 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.783 0.76( 0.57) 1.908 0.72( 0.72) Ap Ae HEADWATER (ACRES) NODE 0.75 5.5 300.00 1.00 2.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 8.09 21.82 1.908 0.75( 0.61) 0.82 6.9 350.00 2 7.95 24.44 1.783 0.75( 0.61) 0.81 7.5 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.09 Tc(MIN.) = 21.82 EFFECTIVE AREA(ACRES) = 6.91 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.82 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.908 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 7.21 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 8.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1435.10 DOWNSTREAM ELEVATION(FEET) = 1427.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 25.10 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.754 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 7.61 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 8.55 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH.(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.55 FLOW VELOCITY(FEET /SEC.) = 3.28 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 25.10 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.754 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.10 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 8.71 AREA- AVERAGED FM(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 9.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.93 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.34 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 25.13 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 9.34 25.13 1.753 0.75( 0.56) 2 9.12 27.76 1.651 0.75( 0.56) LONGEST FLOWPATH FROM NODE 300.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.75 8.7 350.00 0.75 9.3 300.00 151.00 = 1545.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE N A 1 12.19 10.58 2.946 0.72( 0.65) 0.90 5.2 160.00 2 12.95 23.09 1.844 0.72( 0.69) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.07 10.58 2.946 0.74( 0.61) 0.83 8.8 160.00 2 22.19 23.09 1.844 0.73( 0.64) 0.87 19.6 100.00 3 21.27 25.13 1.753 0.74( 0.64) 0.86 20.3 350.00 4 19.90 27.76 1.651 0.74( 0.63) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.19 Tc(MIN.) = 23.093 EFFECTIVE AREA(ACRES) = 19.60 AREA - AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.26 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.19 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 24.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 10 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL E))* *0.20 10.536 2.953 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 �. HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 13.69 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.524 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 4.00 0.80 0.60 LOSS RATE, Fp(INCH /HR) = 0.80 AREA FRACTION, Ap = 0.60 4.00 SUBAREA RUNOFF(CFS) = 7.37 4.80 AREA- AVERAGED Fm(INCH /HR) _ 0.80 AREA- AVERAGED Ap = 0.60 4.80 PEAK FLOW RATE(CFS) = 52 0.48 8.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.66 FLOW VELOCITY(FEET /SEC.) = 3.52 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION _USED)<< <<< -_ UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS A LOSS 0.80 0.80 0.60 52 10.54 RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 �. HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 13.69 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.524 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 4.00 0.80 0.60 LOSS RATE, Fp(INCH /HR) = 0.80 AREA FRACTION, Ap = 0.60 4.00 SUBAREA RUNOFF(CFS) = 7.37 4.80 AREA- AVERAGED Fm(INCH /HR) _ 0.80 AREA- AVERAGED Ap = 0.60 4.80 PEAK FLOW RATE(CFS) = 52 0.48 8.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.66 FLOW VELOCITY(FEET /SEC.) = 3.52 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION _USED)<< <<< -_ UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 NO [A SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 RESIDENTIAL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 14.96 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.393 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) _ A 0.90 0.80 0.60 LOSS RATE, Fp(INCH /HR) = 0.80 AREA FRACTION, Ap = 0.60 0.90 SUBAREA RUNOFF(CFS) = 1.55 5.70 AREA- AVERAGED Fm(INCH /HR) _ 0.80 AREA- AVERAGED Ap = 0.60 5.70 PEAK FLOW RATE(CFS) _ 52 0.48 9.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.88 FLOW VELOCITY(FEET /SEC.) = 2.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 ----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH /HR) = 2.39 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 185.00 TO NODE 188.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< m >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.952 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 21.00 0.72 1.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 21.55 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.55 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.923 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.52 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 1.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1424.50 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 22.99 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.849 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 2.10 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 2.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.64 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 220.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 22.99 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.849 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 2.50 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 2.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.47 14.96 2.393 0.78( 0.50) 0.64 7.3 320.00 2 9.88 22.99 1.849 0.78( 0.51) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.47 Tc(MIN.) = 14.96 EFFECTIVE AREA(ACRES) = 7.33 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.47 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 15.14 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 22.99 RAINFALL INTENSITY(INCH /HR) = 1.85 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.83 14.96 2.393 0.80( 0.48) 0.60 5.7 320.00 2 2.84 22.99 1.849 0.76( 0.59) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.47 14.96 2.393 0.78( 0.50) 0.64 7.3 320.00 2 9.88 22.99 1.849 0.78( 0.51) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.47 Tc(MIN.) = 14.96 EFFECTIVE AREA(ACRES) = 7.33 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.47 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 15.14 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 m N >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 12.47 15.14 2.376 0.78( 0.50) 2 9.88 23.19 1.840 0.78( 0.51) LONGEST FLOWPATH FROM NODE 320.00 TO NODE ** MEMORY BANK # 2 CONFLUENCE DATA ** Ap Ae HEADWATER (ACRES) NODE 0.64 7.3 320.00 0.65 8.2 185.00 230.00 = 1090.00 FEET. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.07 11.78 2.761 0.74( 0.61) 0.83 8.8 160.00 2 22.19 24.26 1.790 0.73( 0.64) 0.87 19.6 100.00 3 21.27 26.31 1.705 0.74( 0.64) 0.86 20.3 350.00 4 19.90 28.96 1.610 0.74( 0.63) 0.86 20.9 300.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.77 11.78 2.761 0.75( 0.57) 0.76 14.5 160.00 2 33.11 15.14 2.376 0.75( 0.57) 0.76 19.0 320.00 3 31.89 23.19 1.840 0.75( 0.60) 0.80 26.9 185.00 4 31.70 24.26 1.790 0.75( 0.60) 0.81 27.8 100.00 5 30.15 26.31 1.705 0.75( 0.60) 0.80 28.5 350.00 6 28.07 28.96 1.610 0.75( 0.60) 0.80 29.1 300.00 TOTAL AREA(ACRES) = 29.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.11 Tc(MIN.) = 15.142 EFFECTIVE AREA(ACRES) = 19.05 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.619 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 0.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.41 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 52 5.00 0.80 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.41 FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 5.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.619 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.38 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.44 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 5.73 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.258 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR) = 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.71 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.73 EFFECTIVE AREA(ACRES) = 0.50 AREA - AVERAGED Fm(INCH /HR)= 0.32 AREA - AVERAGED Fp(INCH /Hg) = 0.80 AREA- AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 1.77 END OF RATIONAL METHOD ANALYSIS N A I RATIONAL METHOD HYDROLOGY.COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WD5.DAT TIME /DATE OF STUDY: 10:59 05/25/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----=---------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREE' HALF- CROWN TO WIDTH CROSSFALL NO. (FT) (FT) - -- - - - -- --- - - - - -- --- - - - -- --- - - - - -- 1 30.0 20.0 2 20.0 10.0 P- SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY ----------------- ----------------- 0.018/0.018/0.020 0.020/0.020/0.020 LED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER- GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) - - - - -- - - - -- - - - - -- - - - -- - - - - - -- ------ - - - -- - - - - -- - - - -- - - - - - -- 0.67 2.00 0.0313 0.167 0.0150 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.577 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 17.02 0.72 1.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 1.33 FLOW VELOCITY(FEET /SEC) = 2.27 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 18.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.470 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.14 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< -- » » > TRAVELTIME - THRU - SUBAREA« «<__________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 Jvftl CHANNEL FLOW THRU SUBAREA(CFS) = 4.40 FLOW VELOCITY(FEET /SEC) = 2.85 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 20.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 20.08 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.333 SUBAREA LOSS RATE DATA(AMC III): * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.260 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER SCS LAND USE GROUP "GRASS" A 4.20 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 "GRASS" A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 6.08 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 = 0.72 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 10.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 10.14 FLOW VELOCITY(FEET /SEC) = 3.97 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 21.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.260 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 5.53 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 15.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 21.17 RAINFALL INTENSITY(INCH /HR) = 2.26 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.849 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.815 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 0.60 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 52 8.85 0.80 2.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 8.85 RAINFALL INTENSITY(INCH /HR) = 3.82 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 cl ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.21 21.17 2.260 0.72( 0.72) 1.00 11.0 100.00 2 2.02 8.85 3.815 0.80( 0.08) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) JINCH /HR) (INCH /HR) (ACRES) NODE 1 14.81 8.85 3.815 0.72( 0.65) 0.90 5.2 160.00 2 16.39 21.17 2.260 0.72( 0.69) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.39 Tc(MIN.) = 21.17 EFFECTIVE AREA(ACRES) = 11.60 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.39 PIPE TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 22.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A 2.00 E))* *0.20 21.173 2.261 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.72 1.00 58 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.77 FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.20 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.77 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------------------------------------------- MAINLINE Tc(MIN) = 21.52 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.238 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.06 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 4.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 24.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.082 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED FM(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 7.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM - NODE - - -- 180.00 - TO - NODE - - -- 180 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.) = 24.29 RAINFALL INTENSITY(INCH /HR) = 2.08 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 21.480 2.241 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 2.73 58 21.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.87 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 21.80 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.80 RAINFALL INTENSITY(INCH /HR) = 2.22 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 7.50 24.29 2 2.73 21.80 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.082 0.76( 0.57) 2.222 0.72( 0.72) Ap Ae HEADWATER (ACRES) NODE 0.75 5.5 300.00 1.00 2.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 10.08 21.80 2 9.97 24.29 COMPUTED CONFLUENCE ES' PEAK FLOW RATE(CFS) _ EFFECTIVE AREA(ACRES) Intensity (INCH /HR) 2.222 2.082 TIMATES AR 10.08 6.94 Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.75( 0.61) 0.82 6.9 350.00 0.75( 0.61) 0.81 7.5 300.00 E AS FOLLOWS: Tc(MIN.) = 21.80 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.222 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.58 EFFECTIVE AREA(ACRES) = 7.24 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 10.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1435 10 DOWNSTREAM ELEVATION(FEET) = 1427 00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.75 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 24.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.051 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 7.64 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 10.62 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 16.96 FLOW VELOCITY(FEET /SEC.) = 3.46 DEPTH *VELOCITY(FT *FT /SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. FLOW PROCESS FROM NODE • 183.00 TO NODE 183.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 24.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.051 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS /ACRE" A 1.10 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 8.74 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 11.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 151.00 IS CODE = 11 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.35 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.70 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 24.93 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 » » > CONFLUENCE MEMORY BANK ## 3 WITH THE MAIN- STREAM MEMORY « ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.70 24.93 2.050 0.75( 0.56) 0.75 8.7 350.00 2 11.49 27.44 1.935 0.75( 0.56) 0.75 9.3 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ** MEMORY BANK ## 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.81 10.49 3.445 0.72( 0.65) 0.90 5.2 160.00 2 16.39 22.77 2.164 0.72( 0.69) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.35 10.49 3.445 0.74( 0.61) 0.83 8.9 160.00 2 27.90 22.77 2.164 0.73( 0.64) 0.87 19.6 100.00 3 26.81 24.93 2.050 0.74( 0.64) 0.86 20.3 350.00 4 25.33 27.44 1.935 0.74( 0.63) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.90 Tc(MIN.) = 22.767 EFFECTIVE AREA(ACRES) = 19.58 AREA- AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.78 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.90 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 23.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL E)]* *0.20 10.536 3.436 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 11 3 -4 DWELLINGS /ACRE" A 0.80 0.80 0.60 52 10.54 Ic SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) < <<< UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 13.55 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.955 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 8.92 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 10.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET /SEC.) = 3.70 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 14.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.807 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.90 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 5.70 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 11.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 ----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH /HR) = 2.81 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM NODE - - -- 185.00 TO NODE - - -- 18800 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< m >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.272 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 21.00 0.72 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.89 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 21.51 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.51 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.239 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.63 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 2.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1424.50 DOWNSTREAM ELEVATION(FEET) = 1423.50 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 22.89 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.157 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 2.10 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 2.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.51 FLOW VELOCITY(FEET /SEC.) = 1.74 DEPTH *VELOCITY(FT *FT /SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 220.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 22.89 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.157 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 2.50 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 3.53 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 22.89 RAINFALL INTENSITY(INCH /HR) = 2.16 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.95 14.76 2.807 0.80( 0.48) 0.60 5.7 320.00 2 3.53 22.89 2.157 0.76( 0.59) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.17 14.76 2.807 0.79( 0.50) 0.64 7.3 320.00 2 12.15 22.89 2.157 0.78( 0.51) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.17 Tc(MIN.) = 14.76 EFFECTIVE AREA(ACRES) = 7.31 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.79 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.72 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.17 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.94 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.17 14.94 2.787 0.79( 0.50) 0.64 7.3 320.00 2 12.15 23.08 2.147 0.78( 0.51) 0.65 8.2 185.00 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 24.35 11.63 3.238 0.74( 0.61) 2 27.90 23.87 2.104 0.73( 0.64) 3 26.81 26.04 1.997 0.74( 0.64) 4 25.33 28.57 1.889 0.74( 0.63) LONGEST FLOWPATH FROM NODE 100.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 38.50 11.63 3.238 0.75( 0.57) 2 40.48 14.94 2.787 0.75( 0.57) 3 39.82 23.08 2.147 0.75( 0.60) 4 39.73 23.87 2.104 0.75( 0.60) 5 37.85 26.04 1.997 0.75( 0.60) 6 35.56 28.57 1.889 0.75( 0.60) TOTAL AREA(ACRES) = 29.10 Ap Ae HEADWATER (ACRES) NODE 0.83 8.9 160.00 0.87 19.6 100.00 0.86 20.3 350.00 0.86 20.9 300.00 230.00 = 2470.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.76 14.6 160.00 0.77 19.1 320.00 0.80 27.1 185.00 0.81 27.8 100.00 0.80 28.5 350.00 0.80 29.1 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.48 Tc(MIN.) = 14.938 EFFECTIVE AREA(ACRES) = 19.08 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[.(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.80 0.10 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.48 FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 5.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.32 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.38 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 5.71 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.964 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR) = 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.09 END OF SUBAREA STREET FLOW HYDRAULICS: $ DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.34 FLOW VELOCITY(FEET /SEC.) = 3.54 DEPTH *VELOCITY(FT *FT /SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.71 EFFECTIVE AREA(ACRES) = 0.50 AREA - AVERAGED FM(INCH /HR)= 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 2.09 END OF RATIONAL METHOD ANALYSIS A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, WEST SIDE, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572WDO.DAT TIME /DATE OF STUDY: 11:03 05/25/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET HALF- CROWN TO WIDTH CROSSFALL NO. (FT) (FT) - -- - - - -- --- - - - - -- --- - - - -- --- - - - - -- 1 30.0 20.0 2 20.0 10.0 SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY ----------------- ----------------- 0.018/0.018/0.020 0.020/0.020/0.020 LED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) - - - - -- - - - -- - - - - -- - - - -- - - - - - -- ------ - - - -- - - - - -- - - - -- - - - - - -- 0.67 2.00 0.0313 0.167 0.0150 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW - PROCESS - FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.022 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.237 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE,'Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 17.02 0.72 1.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 1.81 FLOW VELOCITY(FEET /SEC) = 2.42 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) �, TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 18.19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 18.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.110 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.30 EFFECTIVE AREA(ACRES) = 2.80 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< » » >TRAVELTIME - THRU - SUBAREA««<__________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0194 CHANNEL FLOW THRU SUBAREA(CFS) = 6.01 FLOW VELOCITY(FEET /SEC) = 3.07 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 19.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.949 SUBAREA LOSS RATE DATA(AMC III): * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.863 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER SCS LAND USE GROUP "GRASS" A 4.20 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 "GRASS" A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.41 EFFECTIVE AREA(ACRES) = 7.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 = 0.72 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 14.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 52 ------------------------------------------------------------------ » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 14.02 FLOW VELOCITY(FEET /SEC) = 4.31 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 20.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.863 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 7.70 EFFECTIVE AREA(ACRES) = 11.00 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 21.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 20.88 RAINFALL INTENSITY(INCH /HR) = 2.86 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1461.80 DOWNSTREAM(FEET) = 1444.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.849 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.793 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.80 0.10 52 8.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 8.85 RAINFALL INTENSITY(INCH /HR) = 4.79 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.18 20.88 2.863 0.72( 0.72) 1.00 11.0 100.00 2 2.55 8.85 4.793 0.80( 0.08) 0.10 0.6 160.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.61 8.85 4.793 0.72( 0.65) 0.90 5.3 160.00 2 22.68 20.88 2.863 0.72( 0.69) 0.95 11.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.68 Tc(MIN.) = 20.88 EFFECTIVE AREA(ACRES) = 11.60 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 940.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.89 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.68 PIPE TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 22.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1448.40 DOWNSTREAM(FEET) = 1441.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" A 2.00 E))* *0.20 21.173 2.840 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.72 1.00 58 21.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.81 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1441.20 DOWNSTREAM(FEET) = 1438.60 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.77 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.81 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 21.49 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.49 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.814 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 3.30 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 180.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.60 DOWNSTREAM ELEVATION(FEET) = 1435.10 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 24.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.630 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 10.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 2.58 DEPTH *VELOCITY(FT *FT /SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 24.06 RAINFALL INTENSITY(INCH /HR) = 2.63 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1445.70 DOWNSTREAM(FEET) = 1439.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E))* *0.20 21.480 2.815 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 2.00 0.72 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.76 N m 58 21.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1439.00 DOWNSTREAM(FEET) = 1435.50 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.51 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.76 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 21.77 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 180.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 21.77 RAINFALL INTENSITY(INCH /HR) = 2.79 AREA- AVERAGED Fm(INCH /HR) = 0.72 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.76 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 10.21 24.06 2 3.76 21.77 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.630 0.76( 0.57) 2.793 0.72( 0.72) Ap Ae HEADWATER (ACRES) NODE 0.75 5.5 300.00 1.00 2.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 13.73 21.77 2 13.68 24.06 COMPUTED CONFLUENCE ES PEAK FLOW RATE(CFS) = EFFECTIVE AREA(ACRES) Intensity (INCH /HR) 2.793 2.630 TIMATES AR'. 13.73 6.98 Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.75( 0.61) 0.82 7.0 350.00 0.75( 0.61) 0.81 7.5 300.00 AS FOLLOWS: Tc(MIN.) = 21.77 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 180.00 = 860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.77 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.793 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.73 EFFECTIVE AREA(ACRES) = 7.28 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 14.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 183.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1435.10 DOWNSTREAM ELEVATION(FEET) = 1427.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.06 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 24.64 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.593 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 7.68 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 14.42 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.15 FLOW VELOCITY(FEET /SEC.) = 3.74 DEPTH *VELOCITY(FT *FT /SEC.) = 2.02 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 183.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 24.64 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.593 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.10 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.01 EFFECTIVE AREA(ACRES) = 8.78 AREA- AVERAGED FM(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 16.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 183.00 TO NODE 151.00 IS CODE = 41 ---------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1418.30 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.48 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.03 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 24.67 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.03 24.67 2.591 0.75( 0.56) 0.75 8.8 350.00 2 15.85 26.98 2.455 0.75( 0.56) 0.75 9.3 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 151.00 = 1545.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.61 10.36 4.360 0.72( 0.65) 0.90 5.3 160.00 c 2 22.68 22.34 2.750 0.72( 0.69) 0.95 11.6 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.22 10.36 4.360 0.74( 0.61) 0.84 8.9 160.00 2 38.34 22.34 2.750 0.73( 0.64) 0.87 19.5 100.00 3 36.96 24.67 2.591 0.74( 0.64) 0.86 20.4 350.00 4 35.28 26.98 2.455 0.74( 0.63) 0.86 20.9 300.00 TOTAL AREA(ACRES) = 20.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.34 Tc(MIN.) = 22.337 EFFECTIVE AREA(ACRES) = 19.55 AREA- AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 20.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 151.00 = 1890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.50 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.34 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 23.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 ELEVATION DATA: UPSTREAM(FEET) = 1440.20 DOWNSTREAM(FEET) = 1438.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL E))* *0.20 10.536 4.317 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 13.36 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.743 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.76 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 14.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< » » >( STANDARD - CURB - SECTION USED) « «<_____ _______________________________ UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 "3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS A LOSS 0.80 0.80 0.60 52 10.54 RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1438.40 DOWNSTREAM ELEVATION(FEET) = 1424.40 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 13.36 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.743 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.76 EFFECTIVE AREA(ACRES) = 4.80 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 14.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 210.00 = 870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< » » >( STANDARD - CURB - SECTION USED) « «<_____ _______________________________ UPSTREAM ELEVATION(FEET) = 1424.40 DOWNSTREAM ELEVATION(FEET) = 1423.50 m m STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 14.49 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.566 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.90 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2. EFFECTIVE AREA(ACRES) = 5.70 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) _ SCS CN 52 50 0.48 15.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.93 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------------- ----------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.49 RAINFALL INTENSITY(INCH /HR) = 3.57 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 185.00 TO NODE 188.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.50 DOWNSTREAM(FEET) = 1427.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.001 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.854 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.11 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 21.00 0.72 = 2.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 188.00 TO NODE 187.00 IS CODE = 41 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1424.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.37 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.11 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 21.47 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 187.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.816 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 1.50 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 2.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 187.00 TO NODE 220.00 IS CODE = 62 ------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<< <<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED P OR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.75 RAINFALL INTENSITY(INCH /HR) = 2.72 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.80 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.84 14.49 3.566 0.80( 0.48) 0.60 5.7 320.00 2 4.80 22.75 2.720 0.76( 0.59) 0.78 2.5 185.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** �. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.11 14.49 3.566 0.79( 0.50) 0.64 7.3 320.00 2 16.30 22.75 2.720 0.78( 0.51) 0.65 8.2 185.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.11 Tc(MIN.) = 14.49 EFFECTIVE AREA(ACRES) = 7.29 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.79 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 220.00 = 1030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1420.80 DOWNSTREAM(FEET) = 1420.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.16 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.11 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.65 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 11 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM ------------------------------------------------------------------ >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< Fp(Fm) ** MAIN STREAM CONFLUENCE DATA ** NUMBER (CFS) (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 32.22 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 1 20.11 14.65 3.542 0.79( 0.50) 0.64 7.3 320.00 100.00 2 16.30 22.93 2.707 0.78( 0.51) 0.65 8.2 185.00 20.4 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 230.00 = 1090.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.22 11.42 4.112 0.74( 0.61) 0.84 8.9 160.00 2 38.34 23.35 2.677 0.73( 0.64) 0.87 19.5 100.00 3 36.96 25.69 2.528 0.74( 0.64) 0.86 20.4 350.00 4 35.28 28.02 2.400 0.74( 0.63) 0.86 20.9 300.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 50.84 11.42 4.112 0.75( 0.57) 0.76 14.6 160.00 2 53.98 14.65 3.542 0.75( 0.58) 0.77 19.1 320.00 3 54.42 22.93 2.707 0.75( 0.60) 0.80 27.4 185.00 4 54.42 23.35 2.677 0.75( 0.60) 0.81 27.7 100.00 5 51.94 25.69 2.528 0.75( 0.60) 0.80 28.6 350.00 6 49.31 28.02 2.400 0.75( 0.60) 0.80 29.1 300.00 TOTAL AREA(ACRES) = 29.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.42 Tc(MIN.) = 22.926 EFFECTIVE AREA(ACRES) = 27.37 AREA- AVERAGED Fm(INCH /HR) = 0.60 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 29.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 230.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1427.00 DOWNSTREAM(FEET) = 1422.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) • (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 0.80 0.10 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.60 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 5.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.69 EFFECTIVE AREA(ACRES) = 0.40 AREA - AVERAGED Fm(INCH /HR) = 0.38 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 2.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 184.00 TO NODE 285.00 IS CODE = 61 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1422.20 DOWNSTREAM ELEVATION(FEET) = 1417.40 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 5.69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.249 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 0.50 AREA- AVERAGED Fm(INCH /HR) = 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 7.35 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 183.00 TO NODE 185.00 = 300.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.50 TC(MIN.) = 5.69 EFFECTIVE AREA(ACRES) = 0.50 AREA - AVERAGED FM(INCH /HR)= 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40 PEAK FLOW RATE(CFS) = 2.67 END OF RATIONAL METHOD ANALYSIS C) Developed Unit Hydrograph 2, 10, 25, and 100 -Year Storm Return Frequency, AMC III A n n � Time of concentration for unit hydrographs, developed condition Tract 16572 WEST SIDE Freq uency 2 Year 10 Year 25 Year 100 Year Intensit Developed 2 year 10 year 25 year 100 year AMC Condition Developed III III III III Tc 1 Minutes 25.48 24.26 23.87 23.35 Tc 1 Hours 0.4247 0.4043 0.3978 0.3892 0.8*Tc = la 0.3397 0.3235 0.3183 0.3113 PROJECT: 1 T7L11" LT 4 b y ? Z DATE: ENGINEER: 1. Enter the design storm return frequency (years) L 2. Enter catchment lag (hours) 0 ' 3. Enter the catchment area (acres) 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain - f all (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches) * Enter watershed area - averaged 3 -hour point rainfall (inches) * Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors A SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 2 YEAR STORM, 2 YEAR INTENSITY, AMC III BY: E.I. FILE NAME : 16572WD02 -------------------------------------------------------------- - - - - -- Storm Event Year = 2 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 28.30 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 28.30 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 28.30 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 28.30 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 28.30 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 28.30 -------------------------------------------------------------- 24 9.30 - - - - -- + +tt + + + + + +t + + +tt +t + + +t + + + + + + ++. * * * * * * ** Area- averaged max loss SCS curve SCS curve Area No.(AMCII) NO.(AMC 3) (Ac.) 58.0 77.4 17.20 40.0 60.0 11.10 tttt+ t...... + + + + + + .................t rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.608 0.414 1.000 0.414 0.392 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.411 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 17.20 0.608 58.0 77.4 2.92 0.407 6.66 0.235 40.0 60.0 6.67 0.144 4.44 0.157 98.0 98.0 0.20 0.931 Area - averaged catchment yield fraction, Y = 0.427 Area - averaged low loss fraction, Yb = 0.573 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 28.30(Ac.) Catchment Lag time = 0.340 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 24.5170 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.411(In /Hr) Average low loss rate fraction (Yb) = 0.573 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.261(In) 0.534(In) 0.704(In) 1.235(In) 1.760(In) 3.400 (In) Rainfall depth area reduction factors: Using a total area of 28.30(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.260(In) 30- minute factor = 0.999 Adjusted rainfall = 0.533(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.704(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.235(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.760(In) 24 -hour factor = 1.000 -- - Adjusted rainfall = 3.400(In) U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 342.25 (CFS)) 1 1.964 6.721 2 8.741 23.195 3 21.734 44.468 4 38.833 58.524 5 56.648 60.970 6 69.182 42.898 7 77.100 27.100 8 81.934 16.545 9 85.448 12.027 10 87.919 8.455 11 89.662 5.968 12 91.087 4.876 13 92.294 4.131 14 93.371 3.687 15 94.306 3.200 16 94.978 2.298 17 95.598 2.122 18 96.089 1.679 19 96.564 1.627 20 97.017 1.552 21 97.447 1.470 22 97.787 1.165 23 98.109 1.100 24 98.386 0.947 25 98.648 0.899 26 98.866 0.744 27 99.069 0.697 28 99.228 0.542 29 99.378 0.515 30 99.529 0.515 31 99.679 0.515 32 99.830 0.515 33 100.000 0.258 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2604 0.2604 2 0.3436 0.0832 3 0.4041 0.0605 4 0.4534 0.0493 5 0.4957 0.0423 6 0.5332 0.0375 7 0.5671 0.0339 8 0.5982 0.0311 9 0.6271 0.0289 10 0.6541 0.0270 11 0.6795 0.0254 12 0.7036 0.0241 13 0.7330 0.0294 14 0.7613 0.0283 15 0.7887 0.0274 16 0.8152 0.0265 17 0.8409 0.0257 18 0.8659 0.0250 19 0.8902 0.0243 20 0.9139 0.0237 21 0.9370 0.0231 22 0.9596 0.0226 23 0.9817 0.0221 24 1.0033 0.0216 25 1.0245 0.0212 26 1.0453 0.0208 27 1.0657 0.0204 28 1.0857 0.0200 29 1.1054 0.0197 30 1.1248 0.0194 31 1.1438 0.0190 32 1.1626 0.0187 33 1.1810 0.0185 34 1.1992 0.0182 35 1.2172 0.0179 36 1.2348 0.0177 37 1.2523 0.0174 38 1.2694 0.0172 39 1.2864 0.0170 40 1.3032 0.0168 41 1.3197 0.0166 42 1.3361 0.0164 43 1.3522 0.0162 44 1.3682 0.0160 45 1.3840 0.0158 46 1.3997 0.0156 47 1.4151 0.0155 48 1.4304 0.0153 49 1.4456 0.0152 50 1.4606 0.0150 51 1.4755 0.0149 52 1.4902 0.0147 53 1.5048 0.0146 54 1.5192' 0.0144 55 1.5335 0.0143 56 1.5477 0.0142 57 1.5618 0.0141 58 1.5757 0.0139 59 1.5895 0.0138 60 1.6033 0.0137 61 1.6169 0.0136 62 1.6304 0.0135 63 1.6437 0.0134 64 1.6570 0.0133 65 1.6702 0.0132 66 1.6833 0.0131 67 1.6963 0.0130 68 1.7092 0.0129 69 1.7220 0.0128 70 1.7347 0.0127 71 1.7473 0.0126 72 1.7598 0.0125 73 1.7714 0.0116 74 1.7829 0.0115 75 1.7943 0.0114 76 1.8056 0.0113 77 1.8169 0.0112 78 1.8280 0.0112 79 1.8391 0.0111 80 1.8502 0.0110 81 1.8611 0.0109 82 1.8720 0.0109 83 1.8828 0.0108 84 1.8935 0.0107 85 1.9042 0.0107 86 1.9148 0.0106 87 1.9254 0.0105 88 1.9359 0.0105 89 1.9463 0.0104 90 1.9566 0.0104 91 1.9669 0.0103 92 1.9772 0.0102 93 1.9873 0.0102 94 1.9975 0.0101 95 2.0075 0.0101 96 2.0175 0.0100 97 2.0275 0.0100 98 2.0374 0.0099 99 2.0472 0.0098 �. 100 2.0570 0.0098 101 2.0668 0.0097 102 2.0765 0.0097 103 2.0861 0.0096 104 2.0957 0.0096 105 2.1053 0.0095 106 2.1148 0.0095 107 2.1242 0.0095 108 2.1336 0.0094 109 2.1430 0.0094 110 2.1523 0.0093 111 2.1616 0.0093 112 2.1708 0.0092 113 2.1800 0.0092 114 2.1891 0.0091 115 2.1982 0.0091 116 2.2073 0.0091 117 2.2163 0.0090 118 2.2253 0.0090 119 2.2342 0.0089 120 2.2431 0.0089 121 2.2520 0.0089 122 2.2608 0.0088 123 2.2696 0.0088 124 2.2784 0.0087 125 2.2871 0.0087 126 2.2957 0.0087 127 2.3044 0.0086 128 2.3130 0.0086 129 2.3215 0.0086 130 2.3301 0.0085 131 2.3386 0.0085 132 2.3470 0.0085 133 2.3555 0.0084 134 2.3639 0.0084 135 2.3722 0.0084 136 2.3805 0.0083 137 2.3888 0.0083 138 2.3971 0.0083 139 2.4054 0.0082 140 2.4136 0.0082 141 2.4217 0.0082 142 2.4299 0.0081 143 2.4380 0.0081 144 2.4461 0.0081 145 2.4541 0.0081 146 2.4621 0.0080 147 2.4701 0.0080 148 2.4781 0.0080 149 2.4861 0.0079 150 2.4940 0.0079 151 2.5018 0.0079 152 2.5097 0.0079 153 2.5175 0.0078 154 2.5253 0.0078 155 2.5331 0.0078 156 2.5409 0.0077 157 2.5486 0.0077 158 2.5563 0.0077 159 2.5640 0.0077 160 2.5716 0.0076 161 2.5792 0.0076 162 2.5868 0.0076 163 2.5944 0.0076 164 2.6019 0.0075 165 2.6095 0.0075 166 2.6170 0.0075 167 2.6244 0.0075 168 2.6319 0.0075 169 2.6393 0.0074 170 2.6467 0.0074 171 2.6541 0.0074 172 2.6615 0.0074 173 2.6688 0.0073 174 2.6761 0.0073 175 2.6834 0.0073 176 2.6907 0.0073 177 2.6980 0.0073 178 2.7052 0.0072 179 2.7124 0.0072 180 2.7196 0.0072 181 2.7268 0.0072 182 2.7339 0.0071 183 2.7410 0.0071 184 2.7481 0.0071 185 2.7552 0.0071 186 2.7623 0.0071 r 187 2.7693 0.0070 188 2.7763 0.0070 189 2.7834 0.0070 190 2.7903 0.0070 191 2.7973 0.0070 192 2.8043 0.0069 193 2.8112 0.0069 194 2.8181 0.0069 195 2.8250 0.0069 196 2.8319 0.0069 197 2.8387 0.0069 198 2.8455 0.0068 199 2.8524 0.0068 200 2.8592 0.0068 201 2.8659 0.0068 202 2.8727 0.0068 203 2.8795 0.0067 204 2.8862 0.0067 205 2.8929 0.0067 206 2.8996 0.0067 207 2.9063 0.0067 208 2.9129 0.0067 209 2.9196 0.0066 210 2.9262 0.0066 211 2.9328 0.0066 212 2.9394 0.0066 213 2.9460 0.0066 214 2.9525 0.0066 215 2.9591 0.0065 216 2.9656 0.0065 217 2.9721 0.0065 218 2.9786 0.0065 219 2.9851 0.0065 220 2.9916 0.0065 221 2.9980 0.0065 222 3.0045 0.0064 223 3.0109 0.0064 224 3.0173 0.0064 225 3.0237 0.0064 226 3.0301 0.0064 227 3.0364 0.0064 228 3.0428 0.0063 229 3.0491 0.0063 230 3.0554 0.0063 231 3.0617 0.0063 232 3.0680 0.0063 233 3.0743 0.0063 234 3.0805 0.0063 235 3.0868 0.0062 236 3.0930 0.0062 237 3.0992 0.0062 238 3.1055 0.0062 239 3.1116 0.0062 240 3.1178 0.0062 241 3.1240 0.0062 242 3.1301 0.0062 243 3.1363 0.0061 244 3.1424 0.0061 245 3.1485 0.0061 246 3.1546 0.0061 247 3.1607 0.0061 248 3.1668 0.0061 249 3.1728 0.0061 250 3.1789 0.0060 251 3.1849 0.0060 252 3.1909 0.0060 253 3.1969 0.0060 254 3.2029 0.0060 255 3.2089 0.0060 256 3.2149 0.0060 257 3.2208 0.0060 258 3.2268 0.0059 259 3.2327 0.0059 260 3.2386 0.0059 261 3.2446 0.0059 262 3.2505 0.0059 263 3.2563 0.0059 264 3.2622 0.0059 265 3.2681 0.0059 266 3.2739 0.0059 267 3.2798 0.0058 268 3.2856 0.0058 269 3.2914 0.0058 270 3.2972 0.0058 271 3.3030 0.0058 272 3.3088 0.0058 273 3.3146 0.0058 274 3.3203 0.0058 275 3.3261 0.0058 276 3.3318 0.0057 277 3.3376 0.0057 278 3.3433 0.0057 279 3.3490 0.0057 280 3.3547 0.0057 281 3.3604 0.0057 282 3.3660 0.0057 283 3.3717 0.0057 284 3.3774 0.0057 285 3.3830 0.0056 286 3.3886 0.0056 287 3.3943 0.0056 288 3.3999 0.0056 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0056 0.0032 0.0024 2 0.0056 0.0032 0.0024 3 0.0056 0.0032 0.0024 4 0.0057 0.0032 0.0024 C. 5 0.0057 0.0033 0.0024 6 0.0057 0.0033 0.0024 7 0.0057 0.0033 0.0024 jr I NWOf 8 0.0057 0.0033 0.0024 9 0.0057 0.0033 0.0025 10 0.0058 0.0033 0.0025 11 0.0058 0.0033 0.0025 12 0.0058 0.0033 0.0025 13 0.0058 0.0033 0.0025 14 0.0058 0.0033 0.0025 15 0.0058 0.0033 0.0025 16 0.0059 0.0034 0.0025 17 0.0059 0.0034 0.0025 18 0.0059 0.0034 0.0025 19 0.0059 0.0034 0.0025 20 0.0059 0.0034 0.0025 21 0.0059 0.0034 0.0025 22 0.0060 0.0034 0.0025 23 0.0060 0.0034 0.0026 24 0.0060 0.0034 0.0026 25 0.0060 0.0034 0.0026 26 0.0060 0.0035 0.0026 27 0.0061 0.0035 0.0026 28 0.0061 0.0035 0.0026 29 0.0061 0.0035 0.0026 30 0.0061 0.0035 0.0026 31 0.0061 0.0035 0.0026 32 0.0062 0.0035 0.0026 33 0.0062 0.0035 0.0026 34 0.0062 0.0035 0.0026 35 0.0062 0.0036 0.0027 36 0.0062 0.0036 0.0027 37 0.0063 0.0036 0.0027 38 0.0063 0.0036 0.0027 39 0.0063 0.0036 0.0027 40 0.0063 0.0036 0.0027 41 0.0063 0.0036 0.0027 42 0.0064 0.0036 0.0027 43 0.0064 0.0037 0.0027 44 0.0064 0.0037 0.0027 45 0.0064 0.0037 0.0027 46 0.0065 0.0037 0.0028 47 0.0065 0.0037 0.0028 48 0.0065 0.0037 0.0028 49 0.0065 0.0037 0.0028 50 0.0065 0.0037 0.0028 51 0.0066 0.0038 0.0028 52 0.0066 0 ; 0038 0.0028 53 0.0066 0.0038 0.0028 54 0.0066 0.0038 0.0028 55 0.0067 0.0038 0.0029 56 0.0067 0.0038 0.0029 57 0.0067 0.0039 0.0029 58 0.0067 0.0039 0.0029 59 0.0068 0.0039 0.0029 60 0.0068 0.0039 0.0029 61 0.0068 0.0039 0.0029 62 0.0069 0.0039 0.0029 63 0.0069 0.0039 0.0029 64 0.0069 0.0040 0.0030 65 0.0069 0.0040 0.0030, 66 0.0070 0.0040 6.003'0"' 67 0.0070 0.0040 0.0030 68 0.0070 0.0040 0.0030 69 0.0071 0.0040 0.0030 70 0.0071 0.0041 0.0030 71 0.0071 0.0041 0.0030 72 O.U071 0.0041 0.0031 73 0.0072 0.0041 0.0031 74 0.0072 0.0041 0.0031 75 0.0073 0.0042 0.0031 76 0.0073 0.0042 0.0031 77 0.0073 0.0042 0.0031 78 0.0073 0.0042 0.0031 79 0.0074 0.0042 0.0032 80 0.0074 0.0042 0.0032 81 0.0075 0.0043 0.0032 82 0.0075 0.0043 0.0032 83 0.0075 0.0043 0.0032 84 0.0075 0.0043 0.0032 85 0.0076 0.0044 0.0032 86 0.0076 0.0044 0.0033 87 0.0077 0.0044 0.0033 88 0.0077 0.0044 0.0033 89 0.0077 0.0044 0.0033 90 0.0078 0.0045 0.0033 91 0.0078 0.0045 0.0033 92 0.0079 0.0045 0.0034 93 0.0079 0.0045 0.0034 94 0.0079 0.0045 0.0034 95 0.0080 0.0046 0.0034 96 0.0080 0.0046 0.0034 97 0.0081 0.0046 0.0035 98 0.0081 0.0046 0.0035 99 0.0082 0.0047 0.0035 100 0.0082 0.0047 0.0035 101 0.0083 0.0047 0.0035 102 0.0083 0.0048 0.0035 103 0.0084 0.0048 0.0036 104 0.0084 0.0048 0.0036 105 0.0085 0.0048 0.0036 106 0.0085 0.0049 0.0036 107 0.0086 0.0049 0.0037 108 0.0086 0.0049 0.0037 109 0.0087 0.0050 0.0037 110 0.0087 0.0050 0.0037 111 0.0088 0.0050 0.0038 112 0.0088 0.0051 0.0038 113 0.0089 0.0051 0.0038 114 0.0089 0.0051 0.0038 115 0.0090 0.0052 0.0039 116 0.0091 0.0052 0.0039 117 0.0091 0.0052 0.0039 118 0.0092 0.0053 0.0039 119 0.0093 0.0053 0.0040 120 0.0093 0.0053 0.0040 121 0.0094 0.0054 0.0040 122 0.0095 0.0054 0.0040 123 0.0095 0.0055 0.0041 124 0.0096 0.0055 0.0041 125 0.0097 0.0056 0.0041 126 0.0097 0.0056 0.0042 127 0.0098 0.0056 0.0042 128 0.0099 0.0057 0.0042 129 0.0100 0.0057 0.0043 130 0.0101 0.0058 0.0043 131 0.0102 0.0058 0.0043 132 0.0102 0.0059 0.0044 133 0.0104 0.0059 0.0044 134 0.0104 0.0060 0.0044 135 0.0105 0.0060 0.0045 136 0.0106 0.0061 0.0045 137 0.0107 0.0062 0.0046 138 0.0108 0.0062 0.0046 139 0.0109 0.0063 0.0047 140 0.0110 0.0063 0.0047 141 0.0112 0.0064 0.0048 142 0.0112 0.0064 0.0048 143 0.0114 0.0065 0.0049 144 0.0115 0.0066 0.0049 145 0.0125 0.0072 0.0054 146 0.0126 0.0072 0.0054 147 0.0128 0.0073 0.0055 148 0.0129 0.0074 0.0055 149 0.0131 0.0075 0.0056 150 0.0132 0.0076 0.0056 151 0.0134 0.0077 0.0057 152 0.0135 0.0077 0.0058 153 0.0137 0.0079 0.0059 154 0.0138 0.0079 0.0059 155 0.0141 0.0081 0.0060 156 0.0142 0.0081 0.0061 157 0.0144 0.0083 0.0062 158 0.0146 0.0084 0.0062 159 0.0149 0.0085 0.0063 160 0.0150 0.0086 0.0064 161 0.0153 0.0088 0.0065 162 0.0155 0.0089 0.0066 163 0.0158 0.0091 0.0068 164 0.0160 0.0092 0.0068 165 0.0164 0.0094 0.0070 166 0.0166 0.0095 0.0071 167 0.0170 0.0097 0.0072 168 0.0172 0.0098 0.0073 169 0.0177 0.0101 0.0076 170 0.0179 0.0103 0.0077 171 0.0185 0.0106 0.0079 172 0.0187 0.0107 0.0080 173 0.0194 0.0111 0.0083 174 0.0197 0.0113 0.0084 175 0.0204 0.0117 0.0087 176 0.0208 0.0119 0.0089 177 0.0216 0.0124 0.0092 178 0.0221 0.0127 0.0094 179 0.0231 0.0132 0.0099 180 0.0237 0.0136 0.0101 181 0.0250 0.0143 0.0107 182 0.0257 0.0147 0.0110 183 0.0274 0.0157 0.0117 184 0.0283 0.0162 0.0121 185 0.0241 0.0138 0.0103 186 0.0254 0.0146 0.0109 187 0.0289 0.0165 0.0123 188 0.0311 0.0178 0.0133 189 0.0375 0.0215 0.0160 190 0.0423 0.0242 0.0181 191 0.0605 0.0343 0.0262 192 0.0832 0.0343 0.0489 193 0.2604 0.0343 0.2261 194 0.0493 0.0282 0.0210 195 0.0339 0.0194 0.0145 196 0.0270 0.0155 0.0115 197 0.0294 0.0169 0.0126 198 0.0265 0.0152 0.0113 199 0.0243 0.0139 0.0104 200 0.0226 0.0129 0.0096 201 0.0212 0.0121 0.0091 202 0.0200 0.0115 0.0086 203 0.0190 0.0109 0.0081 204 0.0182 0.0104 0.0078 205 0.0174 0.0100 0.0074 206 0.01.68 0.0096 0.0072 207 0.0162 0.0093 0.0069 208 0.0156 0.0090 0.0067 209 0.0152 0.0087 0.0065 210 0.0147 0.0084 0.0063 211 0.0143 0.0082 0.0061 212 0.0139 0.0080 0.0060 213 0.0136 0.0078 0.0058 214 0.0133 0.0076 0.0057 215 0.0130 0.0074 0.0055 216 0.0127 0.0073 0.0054 217 0.0116 0.0066 0.0049 218 0.0113 0.0065 0.0048 219 0.0111 0.0064 0.0047 220 0.0109 0.0062 0.0046 221 0.0107 0.0061 0.0046 222 0.0105 0.0060 0.0045 223 0.0103 0.0059 0.0044 224 0.0101 0.0058 0.0043 225 0.0100 0.0057 0.0043 226 0.0098 0.0056 0.0042 227 0.0096 0.0055 0.0041 228 0.0095 0.0054 0.0041 229 0.0094 0.0054 0.0040 230 0.0092 0.0053 0.0039 231 0.0091 0.0052 0.0039 232 0.0090 0.0051 0.0038 233 0.0089 0.0051 0.0038 234 0.0087 0.0050 0.0037 235 0.0086 0.0049 0.0037 236 0.0085 0.0049 0.0036 237 0.0084 0.0048 0.0036 238 0.0083 0.0048 0.0036 239 0.0082 0.0047 0.0035 240 0.0081 0.0047 0.0035 241 0.0081 0.0046 0.0034 242 0.0080 0.0046 0.0034 243 0.0079 0.0045 0.0034 244 0.0078 0.0045 0.0033 245 0.0077 0.0044 0.0033 246 0.0076 0.0044 0.0033 247 0.0076 0.0043 0.0032 248 0.0075 0.0043 0.0032 249 0.0074 0.0043 0.0032 250 0.0074 0.0042 0.0031 251 0.0073 0.0042 0.0031 252 0.0072 0.0041 0.0031 253 0.0072 0.0041 0.0031 254 0.0071 0.0041 0.0030 255 0.0070 0.0040 0.0030 256 0.0070 0.0040 0.0030 257 0.0069 0.0040 0.0030 258 0.0069 0.0039 0.0029 259 0.0068 0.0039 0.0029 260 0.0068 0.0039 0.0029 261 0.0067 0.0038 0.0029 262 0.0067 0.0038 0.0028 263 0.0066 0.0038 0.0028 264 0.0066 0.0038 0.0028 265 0.0065 0.0037 0.0028 266 0.0065 0.0037 0.0028 267 0.0064 0.0037 0.0027 268 0.0064 0.0037 0.0027 269 0.0063 0.0036 0.0027 270 0.0063 0.0036 0.0027 271 0.0062 0.0036 0.0027 272 0.0062 0.0036 0.0027 273 0.0062 0.0035 0.0026 274 0.0061 0.0035 0.0026 275 0.0061 0.0035 0.0026 276 0.0060 0.0035 0.0026 277 0.0060 0.0034 0.0026 278 0.0060 0.0034 0.0026 279 0.0059 0.0034 0.0025 280 0.0059 0.0034 0.0025 281 0.0059 0.0034 0.0025 282 0.0058 0.0033 0.0025 283 0.0058 0.0033 0.0025 284 0.0058 0.0033 0.0025 285 0.0057 0.0033 0.0024 286 0.0057 0.0033 0.0024 287 0.0057 0.0032 0.0024 288 0.0056 0.0032 0.0024 -------------------------------------------------------------------- Total soil rain loss = 1.82(In) Total effective rainfall = 1.58(In) Peak flow rate in flood hydrograph = 20.12(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q 0 +10 0.0006 0.07 Q 0 +15 0.0018 0.18 Q 0 +20 0.0040 0.32 Q 0 +25 0.0072 0.47 Q 0 +30 0.0112 0.57 Q 0 +35 0.0156 0.64 Q 0 +40 0.0202 0.68 Q 0 +45 0.0251 0.71 Q 0 +50 0.0301 0.73 Q 0 +55 0.0353 0.75 Q 1+ 0 0.0405 0.76 VQ 1+ 5 0.0459 0.77 VQ 1 +10 0.0513 0.78 VQ 1 +15 0.0567 0.79 VQ 1 +20 0.0623 0.80 VQ 1 +25 0.0678 0.81 VQ 1 +30 0.0735 0.82 VQ 1 +35 0.0791 0.82 VQ 1 +40 0.0848 0.83 VQ 1 +45 0.0906 0.83 VQ 1 +50 0.0964 0.84 IQ I 1 +55 0.1022 0.84 IQ 2+ 0 0.1080 0.85 IQ 2+ 5 0.1139 0.85 IQ 2 +10 0.1198 0.86 IQ 2 +15 0.1258 0.86 IQ 2 +20 0.1317 0.87 IQ 2 +25 0.1377 0.87 IQ 2 +30 0.1438 0.87 IQ I 2 +35 0.1498 0.88 IQ 2 +40 0.1559 0.88 IQ 2 +45 0.1620 0.89 IQ 2 +50 0.1681 0.89 IQ 2 +55 0.1743 0.89 IQ 3+ 0 0.1804 0.89 IQ 3+ 5 0.1866 0.90 IQV 3 +10 0.1928 0.90 IQV 3 +15 0.1990 0.90 IQV 3 +20 0.2053 0.91 IQV 3 +25 0.2116 0.91 IQV 3 +30 0.2178 0.91 IQV 3 +35 0.2242 0.92 IQV ` 3 +40 0.2305 0.92 IQV 3 +45 0.2368 0.92 IQV 3 +50 0.2432 0.93 IQV 3 +55 0.2496 0.93 IQV 4+ 0 0.2560 0.93 IQV 4+ 5 0.2625 0.94 IQV 4 +10 0.2689 0.94 IQV 4 +15 0.2754 0.94 IQV 4 +20 0.2819 0.95 IQ V 4 +25 0.2885 0.95 IQ V 4 +30 0.2950 0.95 IQ V 4 +35 0.3016 0.96 IQ V 4 +40 0.3082 0.96 IQ V 4 +45 0.3148 0.96 IQ V 4 +50 0.3215 0.97 IQ V 4 +55 0.3282 0.97 IQ V 5+ 0 0.3349 0.97 IQ V 5+ 5 0.3416 0.98 IQ V 5 +10 0.3483 0.98 IQ V 5 +15 0.3551 0.98 IQ V 5 +20 0.3619 0.99 IQ V 5 +25 0.3688 0.99 IQ V 5 +30 0.3756 1.00 IQ V 5 +35 0.3825 1.00 IQ V 5 +40 0.3894 1.00 IQ V 5 +45 0.3964 1.01 IQ V 5 +50 0.4034 1.01 IQ V 5 +55 0.4104 1.02 IQ V 6+ 0 0.4174 1.02 IQ V 6+ 5 0.4245 1.03 IQ V 6 +10 0.4316 1.03 IQ V 6 +15 0.4387 1.03 IQ V 6 +20 0.4458 1.04 IQ V 6 +25 0.4530 1.04 IQ V 6 +30 0.4602 1.05 IQ V 6 +35 0.4675 1.05 IQ V 6 +40 0.4748 1.06 IQ V 6 +45 0.4821 1.06 IQ V 6 +50 0.4894 1.07 IQ V 6 +55 0.4968 1.07 IQ V 7+ 0 0.5042 1.08 IQ V 7+ 5 0.5117 1.08 IQ V 7 +10 0.5191 1.09 IQ V 7 +15 0.5266 1.09 IQ V 7 +20 0.5342 1.10 IQ V 7 +25 0.5418 1.10 IQ V 7 +30 0.5494 1.11 IQ V 7 +35 0.5571 1.11 IQ V 7 +40 0.5648 1.12 IQ V 7 +45 0.5725 1.12 IQ V 7 +50 0.5803 1.13 IQ V 7 +55 0.5881 1.14 IQ V 8+ 0 0.5960 1.14 IQ V I 8+ 5 0.6039 1.15 IQ V I 8 +10 0.6118 1.15 IQ V I 8 +15 0.6198 1.16 IQ V I 8 +20 0.6278 1.17 8 +25 0.6359 1.17 IQ V I 8 +30 0.6440 1.18 IQ V I 8 +35 0.6522 1.18 1Q 8 +40 0.6604 1.19 IQ 8 +45 0.6686 1.20 IQ 8 +50 0.6769 1.20 IQ 8 +55 0.6852 1.21 IQ 9+ 0 0.6936 1.22 IQ 9+ 5 0.7021 1.23 IQ 9 +10 0.7106 1.23 IQ 9 +15 0.7191 1.24 IQ 9 +20 0.7277 1.25 IQ 9 +25 0.7364 1.26 IQ 9 +30 0.7451 1.26 IQ 9 +35 0.7538 1.27 IQ 9 +40 0.7626 1.28 IQ 9 +45 0.7715 1.29 IQ 9 +50 0.7804 1.30 IQ 9 +55 0.7894 1.30 IQ 10+ 0 0.7985 1.31 IQ 10+ 5 0.8076 1.32 IQ 10 +10 0.8167 1.33 IQ 10 +15 0.8260 1.34 IQ 10 +20 0.8353 1.35 IQ 10 +25 0.8446 1.36 IQ 10 +30 0.8541 1.37 IQ 10 +35 0.8636 1.38 IQ 10 +40 0.8732 1.39 IQ 10 +45 0.8828 1.40 IQ 10 +50 0.8925 1.41 IQ 10 +55 0.9023 1.42 IQ 11+ 0 0.9122 1.43 IQ 11+ 5 0.9222 1.45 IQ 11 +10 0.9322 1.46 IQ 11 +15 0.9423 1.47 IQ 11 +20 0.9526 1.48 IQ 11 +25 0.9629 1.50 IQ 11 +30 0.9732 1.51 I Q 11 +35 0.9837 1.52 I Q 11 +40 0.9943 1.54 I Q 11 +45 1.0050 1.55 I Q 11 +50 1.0157 1.56 Q 11 +55 1.0266 1.58 I Q 12+ 0 1.0376 1.59 I Q 12+ 5 1.0487 1.61 I Q 12 +10 1.0600 1.64 I Q 12 +15 1.0715 1.67 I Q 12 +20 1.0833 1.71 I Q 12 +25 1.0953 1.75 I Q 12 +30 1.1076 1.79 I Q 12 +35 1.1201 1.82 I Q 12 +40 1.1328 1.84 I Q 12 +45 1.1457 1.87 I Q 12 +50 1.1587 1.89 I Q 12 +55 1.1719 1.91 I Q 13+ 0 1.1852 1.94 I Q 13+ 5 1.1987 1.96 I Q 13 +10 1.2124 1.99 I Q 13 +15 1.2263 2.02 I Q V V V V V V V V V V V V V V V V V V V V V V VI VI VI VI VI VI VI VI VI V V V V V V V V V IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV I V I V 13 +20 1.2404 2.04 I Q I V 13 +25 1.2546 2.07 I Q I V 13 +30 1.2691 2.10 I Q I V 13 +35 1.2837 2.13 I Q I V 13 +40 1.2986 2.16 I Q I V 13 +45 1.3137 2.19 I Q V 13 +50 1.3291 2.23 I Q V 13 +55 1.3447 2.26 I Q V 14+ 0 1.3605 2.30 I Q V 14+ 5 1.3766 2.34 I Q ( V 14 +10 1.3930 2.38 I Q V 14 +15 1.4098 2.43 I Q V 14 +20 1.4268 2.47 I Q V 14 +25 1.4442 2.53 I Q V 14 +30 1.4619 2.58 I Q V 14 +35 1.4801 2.63 I Q V 14+40 1.4986 2.69 �. Q V 14 +45 1.5176 2.76 I Q V 14 +50 1.5371 2.83 I Q V 14 +55 1.5571 2.90 I Q V 15+ 0 1.5777 2.98 I Q V 15+ 5 1.5988 3.07 Q V 15 +10 1.6207 3.17 Q V 15 +15 1.6433 3.28 Q V 15 +20 1.6667 3.40 Q V 15 +25 1.6910 3.52 Q V 15 +30 1.7159 3.61 Q V 15 +35 1.7411 3.67 I Q V 15 +40 1.7667 3.72 Q V 15 +45 1.7929 3.81 Q VI I 15 +50 1.8205 4.01 ( Q I VI I 15 +55 1.8507 4.38 I Q I VI I 16+ 0 1.8859 5.11 ( Q I V 16+ 5 1.9380 7.56 I Q V 16 +10 2.0211 12.08 I I Q IV 16 +15 2.1395 17.18 I I I Q 16 +20 2.2781 20.12 I I ( V Q i 16 +25 2.4148 19.86 I I I VQ 16 +30 2.5200 15.27 I I Q V 16 +35 2.5973 11.23 I I Q I V 16 +40 2.6559 8.50 I IQ I V I 16 +45 2.7050 7.14 I QI I VI 16 +50 2.7467 6.05 I Q I I VI 16 +55 2.7828 5.24 I Q I I VI 17+ 0 2.8156 4.77 I Q I I V 17+ 5 2.8459 4.40 I Q I I V 17 +10 2.8743 4.11 I Q I I V 17 +15 2.9006 3.83 I Q I I IV 17 +20 2.9247 3.50 I Q I I IV 17 +25 2.9476 3.32 I Q I I IV 17 +30 2.9691 3.12 I Q I I IV 17 +35 2.9898 3.00 I Q I I I V 17 +40 3.0097 2.89 I Q I I I V 17 +45 3.0288 2.78 I Q I I I V 40 17 +50 3.0470 2.64 I Q I I I V 17 +55 3.0646 2.55 I Q I I I V 18+ 0 3.0814 2.45 I Q I I I V (:: 18+ 5 3.0977 2.37 Q V 18 +10 3.1134 2.27 Q V 18 +15 3.1284 2.18 Q V 18 +20 3.1427 2.08 Q V 18 +25 3.1565 2.00 Q V 18 +30 3.1698 1.94 Q V 18+35 3.1828 1.88 Q V 18 +40 3.1953 1.83 Q V 18 +45 3.2072 1.72 Q V 18 +50 3.2184 1.63 Q V 18 +55 3.2293 1.59 Q V 19+ 0 3.2400 1.56 Q V 19+ 5 3.2505 1.52 Q V 19 +10 3.2608 1.50 Q V 19 +15 3.2709 1.47 Q V 19 +20 3.2809 1.44 Q V 19 +25 3.2907 1.42 Q V 19 +30 3.3003 1.40 Q V 19 +35 3.3097 1.37 Q V 19 +40 3.3190 1.35 Q V 19 +45 3.3282 1.33 Q V 19 +50 3.3373 1.31 Q V 19 +55 3.3462 1.30 Q V 20+ 0 3.3550 1.28 Q V 20+ 5 3.3637 1.26 Q V 20 +10 3.3723 1.25 Q V 20 +15 3.3808 1.23 Q V (:13 20 +20 3.3892 1.22 Q V 20 +25 3.3974 1.20 Q V 20 +30 3.4056 1.19 Q V 20 +35 3.4137 1.17 Q V 20 +40 3.4217 1.16 Q V 20 +45 3.4296 1.15 Q V 20 +50 3.4375 1.14 Q V 20 +55 3.4452 1.13 Q V 21+ 0 3.4529 1.11 Q V 21+ 5 3.4605 1.10 Q V 21 +10 3.4680 1.09 Q V 21 +15 3.4755 1.08 Q V 21 +20 3.4829 1.07 Q V 21 +25 3.4902 1.06 Q V 21 +30 3.4975 1.05 Q V 21 +35 3.5047 1.04 Q V 21 +40 3.5118 1.04 Q V 21 +45 3.5189 1.03 Q V 21 +50 3.5259 1.02 Q V 21 +55 3.5328 1.01 Q V 22+ 0 3.5397 1.00 Q V 22+ 5 3.5466 0.99 Q V 22 +10 3.5534 0.99 Q V 22 +15 3.5601 0.98 Q V 22 +20 3.5668 0.97 Q V 22 +25 3.5734 0.96 Q V 22 +30 3.5800 0.96 Q V 4:3 22 +35 3.5865 0.95 Q V 22 +40 3.5930 0.94 Q V 22 +45 3.5995 0.94 Q V 4:3 22 +50 3.6059 0.93 Q V 22 +55 3.6122 0.92 Q V 23+ 0 3.6185 0.92 Q V 23+ 5 3.6248 0.91 Q V 23+10 3.6310 0.90 Q V 23 +15 3.6372 0.90 Q V 23 +20 3.6434 0.89 Q V 23 +25 3.6495 0.89 Q V 23 +30 3.6555 0.88 Q V 23 +35 3.6616 0.88 Q V 23 +40 3.6676 0.87 Q V 23 +45 3.6735 0.86 Q V 23 +50 3.6794 0.86 Q V 23 +55 3.6853 0.85 Q V 24+ 0 3.6912 0.85 Q V 24+ 5 3.6969 0.83 Q V 24 +10 3.7022 0.77 Q V 24 +15 3.7067 0.66 Q V 24 +20 3.7102 0.51 Q V 24 +25 3.7127 0.36 Q V 24 +30 3.7145 0.26 Q V 24 +35 3.7159 0.19 Q V 24 +40 3.7169 0.15 Q V 24 +45 3.7178 0.12 Q V 24 +50 3.7185 0.10 Q V 24 +55 3.7191 0.09 Q V 25+ 0 3.7196 0.08 Q V 4:: 25+ 5 3.7200 0.06 Q V 25 +10 3.7204 0.06 Q V 25+15 3.7207 0.05 Q V 25+20 3.7210 0.04 Q V 25 +25 3.7213 0.04 Q V 25 +30 3.7215 0.03 Q V 25+35 3.7217 0.03 Q V 25 +40 3.7219 0.02 Q V 25 +45 3.7220 0.02 Q V 25 +50 3.7221 0.02 Q V 25 +55 3.7222 0.02 Q V 26+ 0 3.7223 0.01 Q V 26+ 5 3.7224 0.01 Q V 26 +10 3.7225 0.01 Q V 26+15 3.7225 0.01 Q V 26 +20 3.7225 0.01 Q V 26 +25 3.7226 0.00 Q V 26 +30 3.7226 0.00 Q V 26 +35 3.7226 0.00 Q V 26 +40 3.7226 0.00 Q V 4: 0 PROJECT: 'fR Cr 16%1 DATE: v1� SiUie ENGINEER: 1. Enter the design storm return frequency (years) 10 2. Enter catchment lag (hours) O 1236 3. Enter the catchment area (acres) 'L8 3 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed 11 Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5-minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain - f all (inches) * Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches) * Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors A SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 10 YEAR STORM, 10 YEAR INTENSITY, AMC III BY: E.I. FILE NAME: 16572WUlO -------------------------------------------------------------- - - - - -- Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data Inches 9 (Inches) Input Values Used P English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 28.30 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 28.30 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 28.30 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 28.30 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 28.30 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 28.30 -------------------------------------------------------------- 24 9.30 - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area- averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In /Hr) (dec.) (In /Hr) 58.0 77.4 17.20 0.608 0.414 1.000 0.414 40.0 60.0 11.10 0.392 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.411 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 17.20 0.608 58.0 77.4 2.92 0.578 6.66 0.235 40.0 60.0 6.67 0.311 4.44 0.157 98.0 98.0 0.20 0.959 M Area - averaged catchment yield fraction, Y = 0.575 Area - averaged low loss fraction, Yb = 0.425 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 28.30(Ac.) Catchment Lag time = 0.324 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 25.7520 Hydrograph basef_low = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.411(In /Hr) Average low loss rate fraction (Yb) = 0.425 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.385(In) 0.788(In) 1.040(In) 1.841(In) 2.640 (In) 5.827 (In) Rainfall depth area reduction factors: Using a total area of 28.30(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.384(In) 30- minute factor = 0.999 Adjusted rainfall = 0.787(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.039(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.841(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.640(In) 24 -hour factor = --------------------------------------------------------------- 1.000 Adjusted rainfall = 5.827(In) - - - - -- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 342.25 (CFS)) 1 2.083 7.127 2 9.532 25.498 3 23.747 48.651 4 42.127 62.905 5 60.063 61.385 6 71.595 39.469 7 78.959 25.204 8 83.402 15.208 9 86.598 10.939 10 88.821 7.609 11 90.443 5.551 12 91.807 4.668 13 92.975 3.996 14 94.059 3.711 15 94.799 2.532 16 95.474 2.310 17 96.007 1.824 18 96.509 1.717 19 96.987 1.636 20 97.439 1.550 21 97.798 1.228 22 98.133 1.146 23 98.422 0.988 24 98.691 0.921 25 98.915 0.767 26 99.118 0.695 27 99.278 0.547 28 99.436 0.541 29 99.594 0.541 30 99.752 0.541 31 99.911 0.541 32 100.000 0.306 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3844 0.3844 2 0.5072 0.1228 3 0.5965 0.0893 4 0.6693 0.0727 5 0.7318 0.0625 6 0.7871 0.0554 7 0.8372 0.0501 8 0.8831 0.0459 9 0.9257 0.0426 10 0.9656 0.0398 11 1.0031 0.0375 12 1.0386 0.0355 13 1.0829 0.0442 14 1.1255 0.0426 15 1.1667 0.0412 16 1.2066 0.0399 17 1.2453 0.0387 18 1.2830 0.0376 19 1.3196 0.0367 20 1.3554 0.0357 21 1.3903 0.0349 22 1.4244 0.0341 23 1.4577 0.0334 24 1.4904 0.0327 25 1.5225 0.0320 26 1.5539 0.0314 27 1.5848 0.0309 28 1.6151 0.0303 29 1.6449 0.0298 30 1.6742 0.0293 31 1.7030 0.0288 32 1.7315 0.0284 33 1.7594 0.0280 34 1.7870 0.0276 35 1.8142 0.0272 36 1.8410 0.0268 37 1.8675 0.0264 38 1.8935 0.0261 39 1.9193 0.0258 40 1.9447 0.0254 41 1.9699 0.0251 42 1.9947 0.0248 43 2.0193 0.0246 44 2.0436 0.0243 45 2.0676 0.0240 46 2.0914 0.0238 47 2.1149 0.0235 48 2.1382 0.0233 49 2.1612 0.0231 50 2.1841 0.0228 51 2.2067 0.0226 52 2.2291 0.0224 53 2.2513 0.0222 54 2.2733 0.0220 55 2.2951 0.0218 56 2.3167 0.0216 57 2.3381 0.0214 58 2.3594 0.0212 59 2.3804 0.0211 60 2.4013 0.0209 61 2.4221 0.0207 62 2.4426 0.0206 63 2.4630 0.0204 64 2.4833 0.0203 65 2.5034 0.0201 66 2.5234 0.0200 67 2.5432 0.0198 68 2.5628 0.0197 69 2.5824 0.0195 70 2.6018 0.0194 71 2.6210 0.0193 72 2.6402 0.0191 mow., 73 2.6611 0.0209 74 2.6818 0.0208 75 2.7025 0.0206 76 2.7230 0.0205 77 2.7434 0.0204 78 2.7637 0.0203 79 2.7838 0.0202 80 2.8039 0.0201 81 2.8239 0.0200 82 2.8437 0.0199 83 2.8635 0.0198 84 2.8831 0.019.7 85 2.9027 0.0196 86 2.9221 0.0195 87 2.9415 0.0194 88 2.9608 0.0193 89 2.9799 0.0192 90 2.9990 0.0191 91 3.0180 0.0190 92 3.0369 0.0189 93 3.0557 0.0188 94 3.0744 0.0187 95 3.0930 0.0186 96 3.1116 0.0186 97 3.1301 0.0185 98 3.1484 0.0184 99 3.1668 0.0183 100 3.1850 0.0182 101 3.2031 0.0181 102 3.2212 0.0181 103 3.2392 0.0180 104 3.2571 0.0179 105 3.2750 0.0178 106 3.2927 0.0178 107 3.3104 0.0177 108 3.3281 0.0176 109 3.3456 0.0176 110 3.3631 0.0175 111 3.3806 0.0174 112 3.3979 0.0174 113 3.4152 0.0173 114 3.4324 0.0172 115 3.4496 0.0172 116 3.4667 0.0171 117 3.4837 0.0170 118 3.5007 0.0170 119 3.5176 0.0169 120 3.5345 0.0169 121 3.5513 0.0168 122 3.5680 0.0167 123 3.5847 0.0167 124 3.6013 0.0166 125 3.6178 0.0166 126 3.6343 0.0165 127 3.6508 0.0164 128 3.6672 0.0164 129 3.6835 0.0163 130 3.6998 0.0163 131 3.7160 0.0162 132 3.7322 0.0162 133 3.7483 0.0161 134 3.7644 0.0161 135 3.7804 0.0160 136 3.7964 0.0160 137 3.8123 0.0159 138 3.8281 0.0159 139 3.8440 0.0158 140 3.8597 0.0158 141 3.8754 0.0157 142 3.8911 0.0157 143 3.9067 0.0156 144 3.9223 0.0156 145 3.9379 0.0155 146 3.9533 0.0155 147 3.9688 0.0154 148 3.9842 0.0154 149 3.9995 0.0154 150 4.0148 0.0153 151 4.0301 0.0153 152 4.0453 0.0152 153 4.0605 0.0152 154 4.0756 0.0151 155 4.0907 0.0151 156 4.1058 0.0151 157 4.1208 0.0150 158 4.1357 0.0150 159 4.1507 0.0149 160 4.1656 0.0149 161 4.1804 0.0148 162 4.1952 0.0148 163 4.2100 0.0148 164 4.2247 0.0147 165 4.2394 0.0147 166 4.2541 0.0147 167 4.2687 0.0146 168 4.2833 0.0146 169 4.2978 0.0145 170 4.3123 0.0145 171 4.3268 0.0145 172 4.3412 0.0144 173 4.3556 0.0144 174 4.3700 0.0144 175 4.3843 0.0143 176 4.3986 0.0143 177 4.4128 0.0143 178 4.4271 0.0142 179 4.4412 0.0142 180 4.4554 0.0142 181 4.4695 0.0141 182 4.4836 0.0141 183 4.4976 0.0141 184 4.5117 0.0140 185 4.5256 0.0140 186 4.5396 0.0140 187 4.5535 0.0139 188 4.5674 0.0139 189 4.5813 0.0139 190 4.5951 0.0138 191 4.6089 0.0138 192 4.6227 0.0138 193 4.6364 0.0137 194 4.6501 0.0137 195 4.6638 0.0137 196 4.6774 0.0136 197 4.6910 0.0136 198 4.7046 0.0136 199 4.7182 0.0136 200 4.7317 0.0135 201 4.7452 0.0135 202 4.7587 0.0135 203 4.7721 0.0134 204 4.7855 0.0134 205 4.7989 0.0134 206 4.8122 0.0134 207 4.8256 0.0133 208 4.8389 0.0133 209 4.8521 0.0133 210 4.8654 0.0132 211 4.8786 0.0132 212 4.8918 0.0132 213 4.9050 0.0132 214 4.9181 0.0131 215 4.9312 0.0131 216 4.9443 0.0131 217 4.9573 0.0131 218 4.9704 0.0130 219 4.9834 0.0130 220 4.9964 0.0130 221 5.0093 0.0130 222 5.0223 0.0129 223 5.0352 0.0129 224 5.0480 0.0129 225 5.0609 0.0129 226 5.0737 0.0128 227 5.0865 0.0128 228 5.0993 0.0128 229 5.1121 0.0128 230 5.1248 0.0127 231 5.1375 0.0127 232 5.1502 0.0127 233 5.1629 0.0127 234 5.1755 0.0126 235 5.1882 0.0126 236 5.2008 0.0126 237 5.2133 0.0126 238 5.2259 0.0126 239 5.2384 0.0125 240 5.2509 0.0125 241 5.2634 0.0125 242 5.2759 0.0125 243 5.2883 0.0124 244 5.3007 0.0124 245 5.3131 0.0124 246 5.3255 0.0124 247 5.3378 0.0124 248 5.3502 0.0123 249 5.3625 0.0123 250 5.3748 0.0123 251 5.3870 0.0123 252 5.3993 0.0122 253 5.4115 0.0122 254 5.4237 0.0122 255 5.4359 0.0122 256 5.4480 0.0122 257 5.4602 0.0121 258 5.4723 0.0121 259 5.4844 0.0121 260 5.4965 0.0121 261 5.5086 0.0121 262 5.5206 0.0120 263 5.5326 0.0120 264 5.5446 0.0120 265 5.5566 0.0120 266 5.5686 0.0120 267 5.5805 0.0119 268 5.5925 0.0119 269 5.6044 0.0119 270 5.6162 0.0119 271 5.6281 0.0119 �. 272 5.6400 0.0119 273 5.6518 0.0118 274 5.6636 0.0118 275 5.6754 0.0118 276 5.6872 0.0118 277 5.6989 0.0118 278 5.7107 0.0117 279 5.7224 0.0117 280 5.7341 0.0117 281 5.7458 0.0117 282 5.7575 0.0117 283 5.7691 0.0117 284 5.7807 0.0116 285 5.7924 0.0116 286 5.8040 0.0116 287 5.8155 0.0116 288 5.8271 0.0116 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0116 0.0049 0.0066 2 0.0116 0.0049 0.0067 3 0.0116 0.0049 0.0067 4 0.0116 0.0049 0.0067 5 0.0117 0.0050 0.0067 6 0.0117 0.0050 0.0067 7 0.0117 0.0050 0.0067 8 0.0117 0.0050 0.0067 9 0.0118 0.0050 0.0068 10 0.0118 0.0050 0.0068 11 0.0118 0.0050 0.0068 12 0.0119 0.0050 0.0068 13 0.0119 0.0051 0.0068 14 0.0119 0.0051 0.0068 15 0.0119 0.0051 0.0069 16 0.0120 0.0051 0.0069 17 0.0120 0.0051 0.0069 18 0.0120 0.0051 0.0069 19 0.0121 0.0051 0.0069 20 0.0121 0.0051 0.0069 21 0.0121 0.0052 0.0070 22 0.0121 0.0052 0.0070 23 0.0122 0.0052 0.0070 24 0.0122 0.0052 0.0070 25 0.0122 0.0052 0.0070 26 0.0123 0.0052 0.0071 27 0.0123 0.0052 0.0071 28 0.0123 0.0052 0.0071 29 0.0124 0.0053 0.0071 30 0.0124 0.0053 0.0071 31 0.0124 0.0053 0.0072 32 0.0125 0.0053 0.0072 33 0.0125 0.0053 0.0072 34 0.0125 0.0053 0.0072 35 0.0126 0.0053 0.0072 36 0.0126 0.0054 0.0072 37 0.0126 0.0054 0.0073 38 0.0127 0.0054 0.0073 39 0.0127 0.0054 0.0073 40 0.0127 0.0054 0.0073 41 0.0128 0.0054 0.0073 42 0.0128 0.0054 0.0074 43 0.0129 0.0055 0.0074 44 0.0129 0.0055 0.0074 45 0.0129 0.0055 0.0074 46 0.0130 0.0055 0.0074 47 0.0130 0.0055 0.0075 48 0.0130 0.0055 0.0075 49 0.0131 0.0056 0.0075 50 0.0131 0.0056 0.0075 51 0.0132 0.0056 0.0076 52 0.0132 0.0056 0.0076 53 0.0132 0.0056 0.0076 54 0.0133 0.0056 0.0076 55 0.0133 0.0057 0.0077 56 0.0134 0.0057 0.0077 57 0.0134 0.0057 0.0077 58 0.0134 0.0057 0.0077 59 0.0135 0.0057 0.0078 60 0.0135 0.0058 0.0078 61 0.0136 0.0058 0.0078 62 0.0136 0.0058 0.0078 63 0.0137 0.0058 0.0079 64 0.0137 0.0058 0.0079 65 0.0138 0.0059 0.0079 66 0.0138 0. -0059 0.0079 67 0.0139 0.0059 0.0080 68 0.0139 0.0059 0.0080 69 0.0140 0.0059 0.0080 70 0.0140 0.0059 0.0080 71 0.0141 0.0060 0.0081 72 0.0141 0.0060 0.0081 73 0.0142 0.0060 0.0081 74 0.0142 0.0060 0.0082 75 0.0143 0.0061 0.0082 76 0.0143 0.0061 0.0082 77 0.0144 0.0061 0.0083 78 0.0144 0.0061 0.0083 79 0.0145 0.0062 0.0083 80 0.0145 0.0062 0.0083 81 0.0146 0.0062 0.0084 82 0.0146 0.0062 0.0084 83 0.0147 0.0062 0.0084 84 0.0147 0.0063 0.0085 85 0.0148 0.0063 0.0085 86 0.0148 0.0063 0.0085 87 0.0149 0.0063 0.0086 88 0.0150 0.0064 0.0086 89 0.0151 0.0064 0.0087 90 0.0151 0.0064 0.0087 91 0.0152 0.0065 0.0087 92 0.0152 0.0065 0.0087 93 0.0153 0.0065 0.0088 94 0.0154 0.0065 0.0088 95 0.0154 0.0066 0.0089 96 0.0155 0.0066 0.0089 97 0.0156 0.0066 0.0090 98 0.0156 0.0066 0.0090 99 0.0157 0.0067 0.0090 100 0.0158 0.0067 0.0091 101 0.0159 0.0067 0.0091 102 0.0159 0.0068 0.0091 103 0.0160 0.0068 0.0092 104 0.0161 0.0068 0.0092 105 0.0162 0.0069 0.0093 106 0.0162 0.0069 0.0093 107 0.0163 0.0069 0.0094 108 0.0164 0.0070 0.0094 109 0.0165 0.0070 0.0095 110 0.0166 0.0070 0.0095 111 0.0167 0.0071 0.0096 112 0.0167 0.0071 0.0096 113 0.0169 0.0072 0.0097 114 0.0169 0.0072 0.0097 115 0.0170 0.0072 0.0098 116 0.0171 0.0073 0.0098 117 0.0172 0.0073 0.0099 118 0.0173 0.0074 0.0099 119 0.0174 0.0074 0.0100 120 0.0175 0.0074 0.0101 121 0.0176 0.0075 0.0101 122 0.0177 0.0075 0.0102 123 0.0178 0.0076 0.0103 124 0.0179 0.0076 0.0103 125 0.0181 0.0077 0.0104 126 0.0181 0.0077 0.0104 127 0.0183 0.0078 0.0105 128 0.0184 0.0078 0.0106 129 0.0186 0.0079 0.0107 130 0.0186 0.0079 0.0107 131 0.0188 0.0080 0.0108 132 0.0189 0.0080 0.0109 133 0.0191 0.0081 0.0110 134 0.0192 0.0081 0.0110 135 0.0194 0.0082 0.0111 136 0.0195 0.0083 0.0112 137 0.0197 0.0084 0.0113 138 0.0198 0.0084 0.0114 139 0.0200 0.0085 0.0115 140 0.0201 0.0085 0.0115 141 0.0203 0.0086 0.0117 142 0.0204 0.0087 0.0117 143 0.0206 0.0088 0.0119 144 0.0208 0.0088 0.0119 145 0.0191 0.0081 0.0110 146 0.0193 0.0082 0.0111 147 0.0195 0.0083 0.0112 148 0.0197 0.0084 0.0113 149 0.0200 0.0085 0.0115 150 0.0201 0.0085 0.0116 151 0.0204 0.0087 0.0117 152 0.0206 0.0087 0.0118 153 0.0209 0.0089 0.0120 154 0.0211 0.0090 0.0121 155 0.0214 0.0091 0.0123 156 0.0216 0.0092 0.0124 157 0.0220 0.0094 0.0126 158 0.0222 0.0094 0.0128 159 0.0226 0.0096 0.0130 160 0.0228 0.0097 0.0131 161 0.0233 0.0099 0.0134 162 0.0235 0.0100 0.0135 163 0.0240 0.0102 0.0138 164 0.0243 0.0103 0.0140 165 0.0248 0.0106 0.0143 166 0.0251 0.0107 0.0144 167 0.0258 0.0110 0.0148 168 0.0261 0.0111 0.0150 169 0.0268 0.0114 0.0154 170 0.0272 0.0116 0.0156 171 0.0280 0.0119 0.0161 172 0.0284 0.0121 0.0163 173 0.0293 0.0125 0.0169 174 0.0298 0.0127 0.0171 175 0.0309 0.0131 0.0177 176 0.0314 0.0134 0.0181 177 0.0327 0.0139 0.0188 178 0.0334 0.0142 0.0192 179 0.0349 0.0148 0.0201 180 0.0357 0.0152 0.0205 181 0.0376 0.0160 0.0216 182 0.0387 0.0165 0.0223 183 0.0412 0.0175 0.0237 184 0.0426 0.0181 0.0245 185 0.0355 0.0151 0.0204 186 0.0375 0.0160 0.0216 187 0.0426 0.0181 0.0245 188 0.0459 0.0195 0.0264 189 0.0554 0.0235 0.0318 190 0.0625 0.0266 0.0359 191 0.0893 0.0343 0.0550 192 0.1228 0.0343 0.0885 193 0.3844 0.0343 0.3501 194 0.0727 0.0309 0.0418 195 0.0501 0.0213 0.0288 196 0.0398 0.0169 0.0229 197 0.0442 0.0188 0.0254 198 0.0399 0.0170 0.0229 199 0.0367 0.0156 0.0211 200 0.0341 0.0145 0.0196 201 0.0320 0.0136 0.0184 202 0.0303 0.0129 0.0174 203 0.0288 0.0123 0.0166 204 0.0276 0.0117 0.0159 205 0.0264 0.0112 0.0152 206 0.0254 0.0108 0.0146 207 0.0246 0.0104 0.0141 208 0.0238 0.0101 0.0137 209 0.0231 0.0098 0.0133 210 0.0224 0.0095 0.0129 211 0.0218 0.0093 0.0125 212 0.0212 0.0090 0.0122 213 0.0207 0.0088 0.0119 214 0.0203 0.0086 0.0116 215 0.0198 0.0084 0.0114 216 0.0194 0.0082 0.0112 217 0.0209 0.0089 0.0120 218 0.0205 0.0087 0.0118 219 0.0202 0.0086 0.0116 220 0.0199 0.0084 0.0114 221 0.0196 0.0083 0.0112 222 0.0193 0.0082 0.0111 223 0.0190 0.0081 0.0109 224 0.0187 0.0080 0.0108 225 0.0185 0.0079 0.0106 226 0.0182 0.0078 0.0105 227 0.0180 0.0077 0.0103 228 0.0178 0.0076 0.0102 229 0.0176 0.0075 0.0101 230 0.0174 0.0074 0.0100 231 0.0172 0.0073 0.0099 232 0.0170 0.0072 0.0098 233 0.0168 0.0071 0.0097 234 0.0166 0.0071 0.0096 235 0.0164 0.0070 0.0095 236 0.0163 0.0069 0.0094 237 0.0161 0.0069 0.0093 238 0.0160 0.0068 0.0092 239 0.0158 0.0067 0.0091 240 0.0157 0.0067 0.0090 241 0.0155 0.0066 0.0089 242 0.0154 0.0065 0.0088 243 0.0153 0.0065 0.0088 244 0.0151 0.0064 0.0087 245 0.0150 0.0064 0.0086 246 0.0149 0.0063 0.0086 247 0.0148 0.0063 0.0085 248 0.0147 0.0062 0.0084 249 0.0145 0.0062 0.0084 250 0.0144 0.0061 0.0083 251 0.0143 0.0061 0.0082 252 0.0142 0.0060 0.0082 253 0.0141 0.0060 0.0081 254 0.0140 0.0060 0.0081 255 0.0139 0.0059 0.0080 256 0.0138 0.0059 0.0079 257 0.0137 0.0058 0.0079 258 0.0136 0.0058 0.0078 259 0.0136 0.0058 0.0078 260 0.0135 0.0057 0.0077 261 0.0134 0.0057 0.0077 262 0.0133 0.0057 0.0076 263 0.0132 0.0056 0.0076 264 0.0131 0.0056 0.0076 265 0.0131 0.0056 0.0075 266 0.0130 0.0055 0.0075 267 0.0129 0.0055 0.0074 268 0.0128 0.0055 0.0074 269 0.0128 0.0054 0.0073 270 0.0127 0.0054 0.0073 271 0.0126 0.0054 0.0073 272 0.0126 0.0053 0.0072 273 0.0125 0.0053 0.0072 274 0.0124 0.0053 0.0071 275 0.0124 0.0053 0.0071 276 0.0123 0.0052 0.0071 277 0.0122 0.0052 0.0070 278 0.0122 0.0052 0.0070 279 0.0121 0.0051 0.0070 280 0.0120 0.0051 0.0069 281 0.0120 0.0051 0.0069 282 0.0119 0.0051 0.0069 283 0.0119 0.0050 0.0068 284 0.0118 0.0050 0.0068 285 0.0118 0.0050 0.0068 286 0.0117 0.0050 0.0067 287 0.0117 0.0050 0.0067 288 0.0116 0.0049 0.0067 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 2.33(In) Total effective rainfall = 3.50(In) Peak - flow - rate - in - flood - hydrograph 35�21(CFS) ------------ - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0 +10 0.0018 0.22 Q 0 +15 0.0055 0.54 Q 0 +20 0.0122 0.96 Q 0 +25 0.0216 1.37 VQ 0 +30 0.0329 1.64 VQ 0 +35 0.0453 1.81 VQ 0 +40 0.0585 1.91 VQ 0 +45 0.0722 1.99 VQ 0 +50 0.0862 2.04 V Q 0 +55 0.1006 2.09 V Q 1+ 0 0.1152 2.12 V Q 1+ 5 0.1300 2.15 V Q 1 +10 0.1450 2.18 V Q 1 +15 0.1602 2.20 V Q 1 +20 0.1756 2.22 V Q 1 +25 0.1910 2.24 V Q 1 +30 0.2066 2.26 IVQ I I 1 +35 0.2222 2.28 IVQ i 1 +40 0.2380 2.29 IVQ I 1 +45 0.2539 2.30 IVQ I I 1 +50 0.2698 2.32 IVQ I 1 +55 0.2859 2.33 IVQ I 2+ 0 0.3020 2.34 IVQ I I 2+ 5 0.3182 2.35 IVQ 2 +10 0.3345 2.36 IVQ I 2 +15 0.3508 2.37 IVQ I I 2 +20 0.3673 2.38 IVQ I I 2 +25 0.3837 2.39 IVQ I 2 +30 0.4003 2.40 IVQ I 2 +35 0.4169 2.41 I Q 2 +40 0.4335 2.42 I Q 2 +45 0.4503 2.43 I Q 2 +50 0.4670 2.43 I Q 2 +55 0.4838 2.44 I Q 3+ 0 0.5007 2.45 I Q 3+ 5 0.5175 2.45 I Q 3 +10 0.5345 2.46 I Q 3 +15 0.5515 2.47 I Q 3 +20 0.5685 2.47 I Q 3 +25 0.5855 2.48 I Q 3 +30 0.6027 2.49 I Q 3 +35 0.6198 2.49 I QV 3 +40 0.6370 2.50 I QV 3 +45 0.6543 2.51 I QV 3 +50 0.6716 2.51 1 QV 3 +55 0.6890 2.52 QV 4+ 0 0.7064 2.53 QV 4+ 5 0.7238 2.53 ( QV 4 +10 0.7413 2.54 ( QV 4 +15 0.7589 2.55 QV 4 +20 0.7765 2.56 QV 4 +25 0.7942 2.56 QV 4 +30 0.8119 2.57 QV 4 +35 0.8297 2.58 Q V 4 +40 0.8475 2.59 Q V 4 +45 0.8654 2.60 Q V 4 +50 0.8833 2.60 Q V 4 +55 0.9013 2.61 Q V 5+ 0 0.9193 2.62 ( Q V 5+ 5 0.9374 2.63 Q V 5 +10 0.9556 2.64 Q V 5 +15 0.9738 2.64 Q V 5 +20 0.9921 2.65 Q V 5 +25 1.0104 2.66 Q V 5 +30 1.0288 2.67 Q V 5 +35 1.0472 2.68 Q V 5 +40 1.0658 2.69 Q V 5 +45 1.0843 2.70 Q V 5 +50 1.1030 2.71 Q V 5 +55 1.1217 2.72 I Q V 6+ 0 1.1404 2.72 Q V 6+ 5 1.1593 2.73 Q V 6 +10 1.1781 2.74 Q V 6 +15 1.1971 2.75 Q V 6 +20 1.2161 2.76 Q V 6 +25 1.2352 2.77 I Q V 6 +30 1.2544 2.78 Q V 6 +35 1.2736 2.79 Q V 6 +40 1.2929 2.80 Q V 6 +45 1.3123 2.81 Q V 6 +50 1.3317 2.82 Q V 6 +55 1.3512 2.83 Q V 7+ 0 1.3708 2.84 I Q V 7+ 5 1.3905 2.85 Q V 7 +10 1.4102 2.87 Q V 7 +15 1.4300 2.88 Q V 7 +20 1.4499 2.89 Q V 7 +25 1.4699 2.90 I Q V 7 +30 1.4899 2.91 I Q V 7 +35 1.5101 2.92 I Q V 7 +40 1.5303 2.93 ( Q V 7 +45 1.5506 2.95 Q V 7 +50 1.5709 2.96 Q V 7 +55 1.5914 2.97 Q V 8+ 0 1.6119 2.98 Q V 8+ 5 1.6326 3.00 I Q V 8 +10 1.6533 3.01 Q V 8 +15 1.6741 3.02 Q V 8 +20 1.6950 3.03 Q V 8 +25 1.7160 3.05 Q V 8 +30 1.7371 3.06 Q V 8 +35 1.7583 3.08 I Q V 8 +40 1.7796 3.09 I Q V 8 +45 1.8009 3.10 I Q V 8 +50 1.8224 3.12 I Q V 8 +55 1.8440 3.13 I Q V 9+ 0 1.8657 3.15 I Q VI 9+ 5 1.8875 3.16 I Q VI 9 +10 1.9093 3.18 I Q V) 9 +15 1.9314 3.19 I Q V) 9 +20 1.9535 '3.21 I Q VI 9 +25 1.9757 3.23 I Q VI 9 +30 1.9980 3.24 I Q VI 9 +35 2.0205 3.26 I Q VI 9 +40 2.0430 3.28 I Q V) 9 +45 2.0657 3.29 I Q V 9 +50 2.0885 3.31 Q V 9 +55 2.1115 3.33 Q V 10+ 0 2.1345 3.35 Q V 10+ 5 2.1577 3.37 Q V 10 +10 2.1810 3.39 Q V 10 +15 2.2045 3.41 Q V 10 +20 2.2281 3.43 Q V 10 +25 2.2518 3.45 Q V 10 +30 2.2757 3.47 I Q IV 10 +35 2.2997 3.49 I Q IV 10 +40 2.3239 3.51 I Q IV 10 +45 2.3482 3.53 I Q IV 10 +50 2.3726 3.55 I Q IV 10 +55 2.3972 3.58 I Q IV 11+ 0 2.4220 3.60 I Q IV 11+ 5 2.4470 3.62 I Q IV 11 +10 2.4721 3.65 I Q IV 11 +15 2.4974 3.67 I Q I V 11 +20 2.5228 3.70 I Q I V 11 +25 2.5485 3.72 I Q I V 11 +30 2.5743 3.75 I Q I V 11 +35 2.6003 3.78 I Q I V 11 +40 2.6265 3.80 I Q I V 11 +45 2.6529 3.83 I Q I V 11 +50 2.6795 3.86 I Q I V 11 +55 2.7063 3.89 ( Q I V 12+ 0 2.7333 3.92 I Q I V 12+ 5 2.7605 3.95 I Q I V 12 +10 2.7878 3.95 I Q I V 12 +15 2.8149 3.94 I Q I V 12 +20 2.8417 3.90 I Q I V 12 +25 2.8684 3.87 I Q I V 12 +30 2.8951 3.87 I Q I V 12 +35 2.9218 3.88 I Q I V 12 +40 2.9486 3.90 I Q I V 12 +45 2.9757 3.93 I Q I V 12 +50 3.0030 3.97 I Q I V 12 +55 3.0306 4.00 I Q I V 13+ 0 3.0585 4.04 I Q I V 13+ 5 3.0866 4.09 I Q I V 13 +10 3.1151 4.13 I Q I V 13 +15 3.1439 4.18 I Q I V 13 +20 3.1730 4.23 I Q I V A 13 +25 3.2025 4.28 Q V 13 +30 3.2324 4.34 Q V 13 +35 3.2627 4.40 Q V 13 +40 3.2934 4.46 Q V 13 +45 3.3246 4.52 Q V 13 +50 3.3562 4.59 ( Q V 13 +55 3.3883 4.66 Q V 14+ 0 3.4209 4.74 Q V 14+ 5 3.4541 4.82 Q V 14 +10 3.4879 4.90 Q V 14 +15 3.5222 4.99 Q V 14 +20 3.5572 5.08 Q V 14 +25 3.5929 5.19 Q V 14 +30 3.6294 5.29 Q V 14 +35 3.6666 5.41 Q I V 14 +40 3.7047 5.53 Q V 14 +45 3.7436 5.66 I Q I V 14 +50 3.7836 5.80 Q V 14 +55 3.8246 5.95 Q I V 15+ 0 3.8667 6.12 Q V 15+ 5 3.9101 6.30 Q V 15 +10 3.9548 6.50 Q VI I 15 +15 4.0011 6.72 Q VI I 15 +20 4.0490 6.97 Q VI I 15 +25 4.0987 7.20 ( Q I VI I 15 +30 4.1494 7.37 Q I V 15 +35 4.2006 7.44 I Q I V 15 +40 4.2523 7.50 15 +45 4.3050 7.66 Q I V 15 +50 4.3607 8.09 1 Q I IV 15 +55 4.4219 8.89 Q I IV 16+ 0 4.4935 10.40 I Q IV 16+ 5 4.5954 14.79 I I Q I V 16 +10 4.7515 22.66 I I I QV 16 +15 4.9655 31.08 I I I V IQ 16 +20 5.2080 35.21 I I I V 16 +25 5.4358 33.07 I I I V I Q 16 +30 5.6056 24.66 ( I I Q V 16 +35 5.7349 18.77 ( I Q I V 16 +40 5.8359 14.66 ( I Q I V 16 +45 5.9223 12.56 I I Q I V 16 +50 5.9972 10.88 I Q I VI 16 +55 6.0640 9.69 I QI I VI 17+ 0 6.1256 8.94 I Q I I VI 17+ 5 6.1829 8.32 I Q I I VI 17 +10 6.2368 7.83 I Q I I V 17 +15 6.2860 7.14 I Q I I V 17 +20 6.3326 6.77 Q I I V 17 +25 6.3764 6.37 Q I I V 17 +30 6.4185 6.11 Q I I IV 17 +35 6.4591 5.88 1 Q I I IV 17 +40 6.4980 5.66 Q I I IV 17 +45 6.5352 5.39 Q I I IV 17 +50 6.5710 5.20 Q I I IV 17 +55 6.6054 5.00 Q I I I V 18+ 0 6.6387 4.84 Q I I I V 18+ 5 6.6709 4.67 Q I I I V 0 18 +10 6.7023 4.56 Q V 18 +15 6.7330 4.46 ( Q V 18 +20 6.7634 4.42 Q V 18+25 6.7937 4.39 ( Q V 18 +30 6.8236 4.34 Q I V 18 +35 6.8529 4.26 Q V 18 +40 6.8812 4.11 Q V 18 +45 6.9084 3.95 Q V 18 +50 6.9351 3.88 Q ( V 18 +55 6.9615 3.82 Q ( V 19+ 0 6.9874 3.77 Q I V 19+ 5 7.0130 3.71 Q I V 19 +10 7.0382 3.66 Q V 19 +15 7.0630 3.61 Q V 19 +20 7.0876 3.56 Q V 19 +25 7.1118 3.52 Q I V 19 +30 7.1358 3.48 Q V 19 +35 7.1594 3.44 I Q V 19 +40 7.1828 3.40 Q V 19 +45 7.2059 3.36 Q V 19 +50 7.2288 3.32 Q ( V 19 +55 7.2515 3.29 Q V 20+ 0 7.2739 3.25 ( Q ( V 20+ 5 7.2960 3.22 ( Q ( V 20 +10 7.3180 3.19 Q ( V 20 +15 7.3397 3.16 Q V 20 +20 7.3613 3.13 ( Q V 20 +25 7.3826 3.10 ( Q V 20 +30 7.4038 3.07 Q V 20 +35 7.4247 3.04 I Q V 20 +40 7.4455 3.02 Q V 20 +45 7.4661 2.99 Q V 20 +50 7.4865 2.97 Q V 20 +55 7.5068 2.94 Q V 21+ 0 7.5269 2.92 Q V 21+ 5 7.5468 2.89 Q V 21 +10 7.5666 2.87 Q V 21 +15 7.5862 2.85 Q V 21 +20 7.6057 2.83 Q V 21 +25 7.6250 2.81 Q V 21 +30 7.6442 2.79 Q V 21 +35 7.6633 2.77 ( Q V 21 +40 7.6822 2.75 Q V 21 +45 7.7010 2.73 Q V 21 +50 7.7197 2.71 I Q I I V 21 +55 7.7382 2.69 I Q V 22+ 0 7.7566 2.67 I Q V 22+ 5 7.7749 2.66 Q V 22 +10 7.7931 2.64 Q ( V 22 +15 7.8112 2.62 Q ( V 22 +20 7.8291 2.61 Q V 22 +25 7.8470 2.59 Q V 22 +30 7.8647 2.58 Q ( V 22 +35 7.8824 2.56 Q V 22 +40 7.8999 2.55 Q ( V 22 +45 7.9173 2.53 Q I V 22 +50 7.9346 2.52 Q V 22 +55 7.9519 2.50 I Q I V 23+ 0 7.9690 2.49 23+ 5 7.9861 2.47 I Q V 23 +10 8.0030 2.46 I Q V 23 +15 8.0199 2.45 I Q V 23 +20 8.0366 2.43 I Q V 23 +25 8.0533 2.42 I Q VI 23 +30 8.0699 2.41 I Q VI 23 +35 8.0864 2.40 I Q I I I VI 23 +40 8.1029 2.39 I Q I I I VI 23 +45 8.1192 2.37 I Q I I I VI 23 +50 8.1355 2.36 I Q I I I VI 23 +55 8.1517 2.35 I Q I I I VI 24+ 0 8.1678 2.34 I Q I I I VI 24+ 5 8.1835 2.28 I Q I I I VI 24 +10 8.1979 2.10 I Q I I I VI 24 +15 8.2101 1.77 IQ I I I VI 24 +20 8.2194 1.34 IQ I I I VI 24 +25 8.2258 0.93 Q I I I VI 24 +30 8.2303 0.66 Q I I I VI 24 +35 8.2337 0.49 Q I I I VI 24 +40 8.2364 0.39 Q I I I VI 24 +45 8.2386 0.31 Q I I I VI 24 +50 8.2404 0.26 Q I I I VI 24 +55 8.2419 0.22 Q I I I VI 25+ 0 8.2432 0.19 Q I I I VI 25+ 5 8.2444 0.16 Q I I VI 25 +10 8.2453 0.14 Q I I I VI 25 +15 8.2462 0.12 Q I I I VI 25 +20 8.2469 0.11 Q I I I VI 25 +25 8.2475 0.09 Q I I I VI 25 +30 8.2481 0.08 Q I I I VI 25 +35 8.2486 0.07 Q I I I VI 25 +40 8.2490 0.06 Q I I I VI 25 +45 8.2493 0.05 Q I I I VI 25 +50 8.2496 0.04 Q I I I VI 25 +55 8.2499 0.04 Q I I I VI 26+ 0 8.2501 0.03 Q I I I VI 26+ 5 8.2503 0.03 Q I I I VI 26 +10 8.2504 0.02 Q I I I VI 26 +15 8.2505 0.02 Q I I I VI 26 +20 8.2506 0.01 Q I I I VI 26 +25 8.2507 0.01 Q I I I VI 26 +30 8.2507 0.01 Q I I I VI 26 +35 ----------------------------------------------------------------- 8.2507 0.00 Q I I I V - - - - -- EA PROJECT: - TTLAvC 16512 ENGINEER: DATE: 1. Enter the design storm return frequency (years) Z5 2. Enter catchment lag (hours) 0.3eB 3. Enter the catchment area (acres) Zfl•3 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed ��• 1 Foothill Mountain Valley: Undeveloped O.Z. Desert W 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 03/31/04 ++++++++++++++++++......+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 25 YEAR STORM, 25 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572WD25 -------------------------------------------------------------- - - - - -- Storm Event Year = 25 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 28.30 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 28.30 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 28.30 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 28.30 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 28.30 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 28.30 -------------------------------------------------------------- 24 9.30 - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area- averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp (Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In /Hr) (dec.) (In /Hr) 58.0 77.4 17.20 0.608 0.414 1.000 0.414 40.0 60.0 11.10 0.392 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.411 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 17.20 0.608 58.0 77.4 2.92 0.638 6.66 0.235 40.0 60.0 6.67 0.382 4.44 0.157 98.0 98.0 0.20 0.967 Area - averaged catchment yield fraction, Y = 0.629 Area - averaged low loss fraction, Yb = 0.371 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 28.30(Ac.) Catchment Lag time = 0.318 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 26.1808 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.411(In /Hr) Average low loss rate fraction (Yb) = 0.371 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.456(In) 0.933(In) 1.231(In) 2.186 (In) 3.142 (In) 7.209 (In) Rainfall depth area reduction factors: Using a total area of 28.30(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.455(In) 30- minute factor = 0.999 Adjusted rainfall = 0.932(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.229(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.186(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.141(In) 24 -hour factor = --------------------------------------------------------------- 1.000 Adjusted rainfall = 7.209(In) - - - - -- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 342.25 (CFS)) 1 2.125 7.272 2 9.819 26.332 3 24.458 50.102 4 43.247 64.307 5 61.179 61.374 6 72.390 38.369 7 79.527 24.425 8 83.870 14.865 9 86.962 10.584 10 89.102 7.323 11 90.699 5.467 12 92.043 4.599 13 93.210 3.993 14 94.242 3.535 15 94.967 2.481 16 95.624 2.249 17 96.146 1.786 18 96.650 1.724 19 97.133 1.652 20 97.563 1.471 21 97.917 1.212 22 98.239 1.102 23 98.528 0.990 24 98.780 0.863 25 99.004 0.767 26 99.187 0.625 27 99.348 0.550 28 99.509 0.550 29 99.669 0.550 30 99.830 0.550 31 100.000 0.275 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4550 0.4550 2 0.6004 0.1454 3 0.7061 0.1057 4 0.7922 0.0861 5 0.8662 0.0740 6 0.9317 0.0655 7 0.9910 0.0593 8 1.0453 0.0544 9 1.0957 0.0504 10 1.1429 0.0472 11 1.1873 0.0444 12 1.2294 0.0421 13 1.2820 0.0527 14 1.3328 0.0508 15 1.3819 0.0491 16 1.4294 0.0475 17 1.4755 0.0461 18 1.5204 0.0449 19 1.5641 0.0437 20 1.6067 0.0426 21 1.6483 0.0416 22 1.6889 0.0407 23 1.7287 0.0398 24 1.7677 0.0390 25 1.8059 0.0382 26 1.8434 0.0375 27 1.8802 0.0368 28 1.9164 0.0362 29 1.9520 0.0356 30 1.9870 0.0350 31 2.0214 0.0344 32 2.0553 0.0339 33 2.0887 0.0334 34 2.1216 0.0329 35 2.1541 0.0325 36 2.1861 0.0320 37 2.2177 0.0316 38 2.2488 0.0311 39 2.2796 0.0308 40 2.3100 0.0304 41 2.3400 0.0300 42 2.3697 0.0297 43 2.3990 0.0293 44 2.4280 0.0290 �. 45 2.4568 0.0287 46 2.4852 0.0284 47 2.5133 0.0281 48 2.5411 0.0278 49 2.5686 0.0276 50 2.5959 0.0273 51 2.6230 0.0270 52 2.6497 0.0268 53 2.6763 0.0265 54 2.7026 0.0263 55 2.7286 0.0261 56 2.7545 0.0258 57 2.7801 0.0256 58 2.8055 0.0254 59 2.8307 0.0252 60 2.8557 0.0250 61 2.8805 0.0248 62 2.9051 0.0246 63 2.9295 0.0244 64 2.9537 0.0242 65 2.9777 0.0240 66 3.0016 0.0239 67 3.0253 0.0237 68 3.0489 0.0235 69 3.0722 0.0234 70 3.0954 0.0232 71 3.1185 0.0230 72 3.1414 0.0229 73 3.1674 0.0261 74 3.1934 0.0259 75 3.2192 0.0258 76 3.2448 0.0257 77 3.2703 0.0255 78 3.2957 0.0254 79 3.3210 0.0253 80 3.3461 0.0251 81 3.3711 0.0250 82 3.3960 0.0249 83 3.4207 0.0248 84 3.4454 0.0246 85 3.4699 0.0245 86 3.4943 0.0244 87 3.5186 0.0243 88 3.5427 0.0242 89 3.5668 0.0241 90 3.5908 0.0240 91 3.6146 0.0239 92 3.6384 0.0237 93 3.6620 0.0236 94 3.6856 0.0235 95 3.7090 0.0234 96 3.7324 0.0233 97 3.7556 0.0232 98 3.7788 0.0232 99 3.8018 0.0231 100 3.8248 0.0230 101 3.8476 0.0229 �. 102 3.8704 0.0228 103 3.8931 0.0227 104 3.9157 0.0226 105 3.9382 0.0225 106 3.9607 0.0224 107 3.9830 0.0223 108 4.0053 0.0223 109 4.0275 0.0222 110 4.0496 0.0221 111 4.0716 0.0220 112 4.0935 0.0219 113 4.1154 0.0219 114 4.1372 0.0218 115 4.1589 0.0217 116 4.1805 0.0216 117 4.2021 0.0216 118 4.2236 0.0215 119 4.2450 0.0214 120 4.2663 0.0213 121 4.2876 0.0213 122 4.3088 0.0212 123 4.3299 0.0211 124 4.3510 0.0211 125 4.3719 0.0210 126 4.3929 0.0209 127 4.4137 0.0209 128 4.4345 0.0208 129 4.4552 0.0207 130 4.4759 0.0207 131 4.4965 0.0206 132 4.5170 0.0205 133 4.5375 0.0205 134 4.5579 0.0204 135 4.5783 0.0204 136 4.5986 0.0203 137 4.6188 0.0202 138 4.6390 0.0202 139 4.6591 0.0201 140 4.6791 0.0201 141 4.6991 0.0200 142 4.7191 0.0199 143 4.7390 0.0199 144 4.7588 0.0198 145 4.7786 0.0198 146 4.7983 0.0197 147 4.8180 0.0197 148 4.8376 0.0196 149 4.8571 0.0196 150 4.8766 0.0195 151 4.8961 0.0195 152 4.9155 0.0194 153 4.9348 0.0194 154 4.9541 0.0193 155 4.9734 0.0193 156 4.9926 0.0192 157 5.0117 0.0192 158 5.0308 0.0191 159 5.0499 0.0191 160 5.0689 0.0190 161 5.0879 0.0190 162 5.1068 0.0189 163 5.1256 0.0189 164 5.1445 0.0188 165 5.1632 0.0188 166 5.1820 0.0187 167 5.2006 0.0187 168 5.2193 0.0186 169 5.2379 0.0186 170 5.2564 0.0185 171 5.2749 0.0185 172 5.2934 0.0185 173 5.3118 0.0184 174 5.3302 0.0184 175 5.3485 0.0183 176 5.3668 0.0183 177 5.3851 0.0183 178 5.4033 0.0182 179 5.4214 0.0182 180 5.4396 0.0181 181 5.4577 0.0181 182 5.4757 0.0180 183 5.4937 0.0180 184 5.5117 0.0180 185 5.5296 0.0179 186 5.5475 0.0179 187 5.5654 0.0179 188 5.5832 0.0178 189 5.6009 0.0178 190 5.6187 0.0177 191 5.6364 0.0177 192 5.6541 0.0177 193 5.6717 0.0176 194 5.6893 0.0176 195 5.7068 0.0176 196 5.7243 0.0175 197 5.7418 0.0175 198 5.7593 0.0174 199 5.7767 0.0174 200 5.7941 0.0174 201 5.8114 0.0173 202 5.8287 0.0173 203 5.8460 0.0173 204 5.8632 0.0172 205 5.8804 0.0172 206 5.8976 0.0172 207 5.9147 0.0171 208 5.9318 0.0171 209 5.9489 0.0171 210 5.9659 0.0170 211 5.9830 0.0170 212 5.9999 0.0170 213 6.0169 0.0169 214 6.0338 0.0169 215 6.0507 0.0169 216 6.0675 0.0168 217 6.0843 0.0168 218 6.1011 0.0168 219 6.1179 0.0168 220 6.1346 0.0167 221 6.1513 0.0167 222 6.1679 0.0167 223 6.1846 0.0166 224 6.2012 0.0166 225 6.2178 0.0166 226 6.2343 0.0165 227 6.2508 0.0165 228 6.2673 0.0165 229 6.2838 0.0165 230 6.3002 0.0164 231 6.3166 0.0164 232 6.3330 0.0164 233 6.3493 0.0163 234 6.3656 0.0163 235 6.3819 0.0163 236 6.3982 0.0163 237 6.4144 0.0162 238 6.4306 0.0162 239 6.4468 0.0162 240 6.4629 0.0161 241 6.4790 0.0161 242 6.4951 0.0161 243 6.5112 0.0161 244 6.5272 0.0160 245 6.5433 0.0160 246 6.5592 0.0160 247 6.5752 0.0160 248 6.5911 0.0159 249 6.6071 0.0159 250 6.6229 0.0159 251 6.6388 0.0159 252 6.6546 0.0158 253 6.6705 0.0158 254 6.6862 0.0158 255 6.7020 0.0158 256 6.7177 0.0157 257 6.7334 0.0157 258 6.7491 0.0157 259 6.7648 0.0157 260 6.7804 0.0156 261 6.7961 0.0156 262 6.8116 0.0156 263 6.8272 0.0156 264 6.8428 0.0155 265 6.8583 0.0155 266 6.8738 0.0155 267 6.8892 0.0155 268 6.9047 0.0154 269 6.9201 0.0154 270 6.9355 0.0154 271 6.9509 0.0154 272 6.9663 0.0154 �. 273 6.9816 0.0153 274 6.9969 0.0153 275 7.0122 0.0153 276 7.0275 0.0153 277 7.0427 0.0152 278 7.0579 0.0152 279 7.0731 0.0152 280 7.0883 0.0152 281 7.1035 0.0152 282 7.1186 0.0151 283 7.1337 0.0151 284 7.1488 0.0151 285 7.1639 0.0151 286 7.1789 0.0151 287 7.1940 0.0150 288 7.2090 0.0150 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0150 0.0056 0.0094 2 0.0150 0.0056 0.0095 3 0.0151 0.0056 0.0095 4 0.0151 0.0056 0.0095 5 0.0151 0.0056 0.0095 6 0.0152 0.0056 0.0095 7 0.0152 0.0056 0.0096 8 0.0152 0.0056 0.0096 9 0.0153 0.0057 0.0096 10 0.0153 0.0057 0.0096 11 0.0153 0.0057 0.0096 12 0.0154 0.0057 0.0097 13 0.0154 0.0057 0.0097 14 0.0154 0.0057 0.0097 15 0.0155 0.0057 0.0097 16 0.0155 0.0057 0.0098 17 0.0155 0.0058 0.0098 18 0.0156 0.0058 0.0098 19 0.0156 0.0058 0.0098 20 0.0156 0.0058 0.0098 21 0.0157 0.0058 0.0099 22 0.0157 0.0058 0.0099 23 0.0158 0.0058 0.0099 24 0.0158 0.0059 0.0099 25 0.0158 0.0059 0.0100 26 0.0159 0.0059 0.0100 27 0.0159 0.0059 0.0100 28 0.0159 0.0059 0.0100 29 0.0160 0.0059 0.0101 30 0.0160 0.0059 0.0101 31 0.0161 0.0060 0.0101 32 0.0161 0.0060 0.0101 33 0.0161 0.0060 0.0102 34 0.0162 0.0060 0.0102 35 0.0162 0.0060 0.0102 36 0.0163 0.0060 0.0102 37 0.0163 0.0060 0.0103 38 0.0163 0.0061 0.0103 39 0.0164 0.0061 0.0103 40 0.0164 0.0061 0.0103 41 0.0165 0.0061 0.0104 42 0.0165 0.0061 0.0104 43 0.0166 0.0061 0.0104 44 0.0166 0.0062 0.0104 45 0.0167 0.0062 0.0105 46 0.0167 0.0062 0.0105 47 0.0168 0.0062 0.0105 48 0.0168 0.0062 0.0106 49 0.0168 0.0062 0.0106 50 0.0169 0.0063 0.0106 51 0.0169 0.0063 0.0107 52 0.0170 0.0063 0.0107 53 0.0170 0.0063 0.0107 54 0.0171 0.0063 0.0107 55 0.0171 0.0064 0.0108 56 0.0172 0.0064 0.0108 57 0.0172 0.0064 0.0108 58 0.0173 0.0064 0.0109 59 0.0173 0.0064 0.0109 60 0.0174 0.0064 0.0109 61 0.0174 0.0065 0.0110 62 0.0175 0.0065 0.0110 63 0.0176 0.0065 0.0110 64 0.0176 0.0065 0.0111 65 0.0177 0.0065 0.0111 66 0.0177 0.0066 0.0111 67 0.0178 0.0066 0.0112 68 0.0178 0.0066 0.0112 69 0.0179 0.0066 0.0113 70 0.0179 0.0066 0.0113 71 0.0180 0.0067 0.0113 72 0.0180 0.0067 0.0114 73 0.0181 0.0067 0.0114 74 0.0182 0.0067 0.0114 75 0.0183 0.0068 0.0115 76 0.0183 0.0068 0.0115 77 0.0184 0.0068 0.0116 78 0.0184 0.0068 0.0116 79 0.0185 0.0069 0.0116 80 0.0185 0.0069 0.0117 81 0.0186 0.0069 0.0117 82 0.0187 0.0069 0.0118 83 0.0188 0.0070 0.0118 84 0.0188 0.0070 0.0118 85 0.0189 0.0070 0.0119 86 0.0190 0.0070 0.0119 87 0.0191 0.0071 0.0120 88 0.0191 0.0071 0.0120 89 0.0192 0.0071 0.0121 90 0.0193 0.0071 0.0121 91 0.0194 0.0072 0.0122 92 0.0194 0.0072 0.0122 93 0.0195 0.0072 0.0123 94 0.0196 0.0073 0.0123 95 0.0197 0.0073 0.0124 96 0.0197 0.0073 0.0124 97 0.0198 0.0074 0.0125 98 0.0199 0.0074 0.0125 99 0.0200 0.0074 0.0126 100 0.0201 0.0074 0.0126 101 0.0202 0.0075 0.0127 102 0.0202 0.0075 0.0127 103 0.0204 0.0075 0.0128 104 0.0204 0.0076 0.0128 105 0.0205 0.0076 0.0129 106 0.0206 0.0076 0.0130 107 0.0207 0.0077 0.0130 108 0.0208 0.0077 0.0131 109 0.0209 0.0078 0.0132 110 0.0210 0.0078 0.0132 111 0.0211 0.0078 0.0133 112 0.0212 0.0079 0.0133 113 0.0213 0.0079 0.0134 114 0.0214 0.0079 0.0135 115 0.0216 0.0080 0.0136 116 0.0216 0.0080 0.0136 117 0.0218 0.0081 0.0137 118 0.0219 0.0081 0.0138 119 0.0220 0.0082 0.0139 120 0.0221 0.0082 0.0139 ' 121 0.0223 0.0083 0.0140 122 0.0223 0.0083 0.0141 123 0.0225 0.0083 0.0142 124 0.0226 0.0084 0.0142 125 0.0228 0.0084 0.0143 126 0.0229 0.0085 0.0144 127 0.0231 0.0085 0.0145 128 0.0232 0.0086 0.0146 129 0.0233 0.0087 0.0147 130 0.0234 0.0087 0.0148 131 0.0236 0.0088 0.0149 132 0.0237 0.0088 0.0149 133 0.0240 0.0089 0.0151 134 0.0241 0.0089 0.0151 135 0.0243 0.0090 0.0153 136 0.0244 0.0090 0.0154 137 0.0246 0.0091 0.0155 138 0.0248 0.0092 0.0156 139 0.0250 0.0093 0.0157 140 0.0251 0.0093 0.0158 141 0.0254 0.0094 0.0160 142 0.0255 0.0095 0.0161 143 0.0258 0.0096 0.0162 144 0.0259 0.0096 0.0163 145 0.0229 0.0085 0.0144 146 0.0230 0.0085 0.0145 147 0.0234 0.0087 0.0147 148 0.0235 0.0087 0.0148 149 0.0239 0.0089 0.0150 150 0.0240 0.0089 0.0151 151 0.0244 0.0091 0.0154 152 0.0246 0.0091 0.0155 153 0.0250 0.0093 0.0157 154 0.0252 0.0093 0.0159 155 0.0256 0.0095 0.0161 156 0.0258 0.0096 0.0163 157 0.0263 0.0097 0.0165 158 0.0265 0.0098 0.0167 159 0.0270 0.0100 0.0170 160 0.0273 0.0101 0.0172 161 0.0278 0.0103 0.0175 162 0.0281 0.0104 0.0177 163 0.0287 0.0106 0.0181 164 0.0290 0.0108 0.0183 165 0.0297 0.0110 0.0187 166 0.0300 0.0111 0.0189 167 0.0308 0.0114 0.0194 168 0.0311 0.0115 0.0196 169 0.0320 0.0119 0.0202 170 0.0325 0.0120 0.0204 171 0.0334 0.0124 0.0210 172 0.0339 0.0126 0.0213 173 0.0350 0.0130 0.0220 174 0.0356 0.0132 0.0224 175 0.0368 0.0137 0.0232 176 0.0375 0.0139 0.0236 177 0.0390 0.0145 0.0245 178 0.0398 0.0148 0.0250 179 0.0416 0.0154 0.0262 180 0.0426 0.0158 0.0268 181 0.0449 0.0166 0.0282 .182 0.0461 0.0171 0.0290 183 0.0491 0.0182 0.0309 184 0.0508 0.0188 0.0319 185 0.0421 0.0156 0.0265 186 0.0444 0.0165 0.0279 187 0.0504 0.0187 0.0317 188 0.0544 0.0202 0.0342 189 0.0655 0.0243 0.0412 190 0.0740 0.0274 0.0465 191 0.1057 0.0343 0.0714 192 0.1454 0.0343 0.1111 193 0.4550 0.0343 0.4207 194 0.0861 0.0319 0.0542 195 0.0593 0.0220 0.0373 196 0.0472 0.0175 0.0297 197 0.0527 0.0195 0.0331 198 0.0475 0.0176 0.0299 199 0.0437 0.0162 0.0275 200 0.0407 0.0151 0.0256 201 0.0382 0.0142 0.0240 202 0.0362 0.0134 0.0228 203 0.0344 0.0128 0.0217 204 0.0329 0.0122 0.0207 205 0.0316 0.0117 0.0199 206 0.0304 0.0113 0.0191 207 0.0293 0.0109 0.0185 208 0.0284 0.0105 0.0179 209 0.0276 0.0102 0.0173 210 0.0268 0.0099 0.0168 211 0.0261 0.0097 0.0164 212 0.0254 0.0094 0.0160 213 0.0248 0.0092 0.0156 214 0.0242 0.0090 0.0152 215 0.0237 0.0088 0.0149 216 0.0232 0.0086 0.0146 217 0.0261 0.0097 0.0164 218 0.0257 0.0095 0.0161 219 0.0253 0.0094 0.0159 220 0.0249 0.0092 0.0157 221 0.0245 0.0091 0.0154 222 0.0242 0.0090 0.0152 223 0.0239 0.0088 0.0150 224 0.0235 0.0087 0.0148 225 0.0232 0.0086 0.0146 226 0.0230 0.0085 0.0144 227 0.0227 0.0084 0.0143 228 0.0224 0.0083 0.0141 229 0.0222 0.0082 0.0140 230 0.0219 0.0081 0.0138 231 0.0217 0.0080 0.0137 232 0.0215 0.0080 0.0135 233 0.0213 0.0079 0.0134 234 0.0211 0.0078 0.0133 235 0.0209 0.0077, 0.0131 236 0.0207 0.0077 0.0130 237 0.0205 0.0076 0.0129 238 0.0203 0.0075 0.0128 239 0.0201 0.0075 0.0127 240 0.0199 0.0074 0.0125 241 0.0198 0.0073 0.0124 242 0.0196 0.0073 0.0123 243 0.0195 0.0072 0.0122 244 0.0193 0.0072 0.0121 245 0.0192 0.0071 0.0121 246 0.0190 0.0070 0.0120 247 0.0189 0.0070 0.0119 248 0.0187 0.0069 0.0118 249 0.0186 0.0069 0.0117 250 0.0185 0.0068 0.0116 251 0.0183 0.0068 0.0115 252 0.0182 0.0068 0.0115 253 0.0181 0.0067 0.0114 254 0.0180 0.0067 0.0113 255 0.0179 0.0066 0.0112 256 0.0177 0.0066 0.0112 257 0.0176 0.0065 0.0111 258 0.0175 0.0065 0.0110 259 0.0174 0.0065 0.0110 260 0.0173 0.0064 0.0109 261 0.0172 0.0064 0.0108 262 0.0171 0.0063 0.0108 263 0.0170 0.0063 0.0107 264 0.0169 0.0063 0.0106 265 0.0168 0.0062 0.0106 266 0.0167 0.0062 0.0105 267 0.0166 0.0062 0.0105 268 0.0165 0.0061 0.0104 269 0.0165 0.0061 0.0104 270 0.0164 0.0061 0.0103 271 0.0163 0.0060 0.0102 272 0.0162 0.0060 0.0102 273 0.0161 0.0060 0.0101 274 0.0160 0.0059 0.0101 275 0.0160 0.0059 0.0100 276 0.0159 0.0059 0.0100 277 0.0158 0.0059 0.0099 278 0.0157 0.0058 0.0099 279 0.0157 0.0058 0.0099 280 0.0156 0.0058 0.0098 281 0.0155 0.0058 0.0098 282 0.0154 0.0057 0.0097 283 0.0154 0.0057 0.0097 284 0.0153 0.0057 0.0096 285 0.0152 0.0057 0.0096 286 0.0152 0.0056 0.0096 287 0.0151 0.0056 0.0095 288 -------------------------------------------------------------------- 0.0151 0.0056 0.0095 -------------------------------------------------------------------- Total soil rain loss = 2.51(In) Total effective rainfall = 4.70(In) Peak flow rate in flood hydrograph = 43.86(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 y ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0 +10 0.0027 0.32 Q 0 +15 0.0081 0.79 Q 0 +20 0.0177 1.40 VQ 0 +25 0.0314 1.98 VQ 0 +30 0.0476 2.35 VQ 0 +35 0.0654 2.58 V Q 0 +40 0.0842 2.73 V Q 0 +45 0.1037 2.84 V Q 0 +50 0.1238 2.91 V Q 0 +55 0.1442 2.97 V Q 1+ 0 0.1650 3.02 V Q 1+ 5 0.1861 3.06 V Q 1 +10 0.2075 3.10 V Q 1 +15 0.2290 3.13 V Q 1 +20 0.2508 3.16 V Q 1 +25 0.2728 3.19 V Q 1 +30 0.2948 3.21 JVQ �s 1 +35 0.3171 3.23 JVQ 1 +40 0.3395 3.25 IVQ 1 +45 0.3620 3.27 IVQ 1 +50 0.3847 3.29 JVQ 1 +55 0.4075 3.31 JVQ 2+ 0 0.4303 3.32 JVQ 2+ 5 0.4533 3.34 JVQ 2 +10 0.4764 3:35 IVQ 2 +15 0.4996 3.36 IVQ 2 +20 0.5228 3.38 jVQ 2 +25 0.5462 3.39 JVQ 2 +30 0.5696 3.40 1 Q 2 +35 0.5931 3.41 1 Q 2 +40 0.6167 3.42 1 Q 2 +45 0.6403 3.43 1 Q 2 +50 0.6640 3.44 1 Q 2 +55 0.6878 3.45 1 Q 3+ 0 0.7116 3.46 3+ 5 0.7354 3.46 Q 3 +10 0.7593 3.47 Q 3 +15 0.7833 3.48 3 +20 0.8074 3.49 I Q 3 +25 0.8315 3.50 QV 3 +30 0.8556 3.51 QV 3 +35 0.8799 3.52 QV 3 +40 0.9042 3.53 QV 3 +45 0.9285 3.54 QV 3 +50 0.9529 3.55 QV 3 +55 0.9774 3.56 QV 4 4+ 0 1.0020 3.56 QV 4+ 5 1.0266 3.57 QV 4+10 1.0513 3.58 QV 4 +15 1.0760 3.59 QV 4 +20 1.1008 3.60 QV 4 +25 1.1257 3.61 Q V 4 +30 1.1507 3.62 Q V 4 +35 1.1757 3.63 Q V 4 +40 1.2008 3.64 ( Q V 4 +45 1.2259 3.65 Q V 4 +50 1.2512 3.66 Q V 4 +55 1.2765 3.68 Q V 5+ 0 1.3019 3.69 Q V 5+ 5 1.3273 3.70 Q V 5 +10 1.3529 3.71 Q V 5 +15 1.3785 3.72 Q V 5 +20 1.4042 3.73 Q V 5 +25 1.4299 3.74 Q V 5 +30 1.4558 3.75 Q V 5 +35 1.4817 3.76 Q V 5 +40 1.5077 3.78 Q V 5 +45 1.5338 3.79 Q V 5 +50 1.5599 3.80 I Q V 5 +55 1.5862 3.81 I Q V 6+ 0 1.6125 3.82 Q V 6+ 5 1.6389 3.84 ( Q V 6 +10 1.6654 3.85 I Q V 6 +15 1.6920 3.86 Q V 6 +20 1.7187 3.87 Q V 6 +25 1.7455 3.89 Q V 6 +30 1.7723 3.90 I Q V 6 +35 1.7993 3.91 Q V 6 +40 1.8263 3.93 Q V 6 +45 1.8534 3.94 Q V 6 +50 1.8806 3.95 I Q V 6 +55 1.9079 3.97 Q V 7+ 0 1.9354 3.98 Q V 7+ 5 1.9629 3.99 Q V 7 +10 1.9905 4.01 I Q V 7 +15 2.0182 4.02 Q V 7 +20 2.0460 4.04 I Q V 7 +25 2.0739 4.05 Q V 7 +30 2.1019 4.07 Q V 7 +35 2.1300 4.08 Q V 7 +40 2.1582 4.10 Q V 7 +45 2.1866 4.11 I Q V 7 +50 2.2150 4.13 Q V 7 +55 2.2436 4.15 Q V 8+ 0 2.2722 4.16 Q V 8+ 5 2.3010 4.18 Q V 8 +10 2.3299 4.20 Q V 8 +15 2.3589 4.21 I Q V 8 +20 2.3880 4.23 Q V 8 +25 2.4173 4.25 Q V 8 +30 2.4467 4.26 Q V cl 8 +35 2.4762 4.28 Q V 8 +40 2.5058 4.30 Q VI AtOMIN 8 +45 2.5355 4.32 Q VI I 1 1 8 +50 2.5654 4.34 Q V1 8 +55 2.5954 4.36 Q V1 9+ 0 2.6256 4.38 Q V1 9+ 5 2.6558 4.40 Q V1 9 +10 2.6863 4.42 Q VI 9 +15 2.7168 4.44 Q V1 9 +20 2.7475 4.46 1 Q VI 9 +25 2.7784 4.48 1 Q V 9 +30 2.8094 4.50 1 Q V 9 +35 2.8405 4.52 1 Q V 9 +40 2.8718 4.54 Q V 9 +45 2.9032 4.57 Q V 9 +50 2.9349 4.59 Q V 9 +55 2.9666 4.61 Q V 10+ 0 2.9986 4.64 Q V 10+ 5 3.0307 4.66 Q V 10 +10 3.0629 4.69 ( Q IV 10 +15 3.0954 4.71 Q IV 10 +20 3.1280 4.74 Q IV 10 +25 3.1608 4.76 Q IV 10 +30 3.1938 4.79 Q IV 10 +35 3.2269 4.82 Q IV 10 +40 3.2603 4.84 Q IV 10 +45 3.2938 4.87 I Q IV 10 +50 3.3276 4.90 Q I V 10 +55 3.3615 4.93 Q I V 11+ 0 3.3957 4.96 Q I V 11+ 5 3.4301 4.99 ( Q I V 11 +10 3.4646 5.02 Q I V 11 +15 3.4994 5.05 Q I V 11 +20 3.5345 5.09 Q I V 11 +25 3.5697 5.12 Q I V 11 +30 3.6052 5.15 Q I V 11 +35 3.6410 5.19 Q I 11 +40 3.6770 5.23 Q V 11 +45 3.7132 5.26 Q I V 11 +50 3.7497 5.30 Q I V 11 +55 3.7865 5.34 Q I V 12+ 0 3.8235 5.38 Q 12+ 5 3.8607 5.40 Q V 12 +10 3.8979 5.39 Q V 12 +15 3.9346 5.33 Q V 12 +20 3.9707 5.24 I Q V 12 +25 4.0062 5.16 Q V 12 +30 4.0415 5.13 Q I V 12 +35 4.0768 5.13 Q V 12+40 4.1122 5.15 Q V 12 +45 4.1479 5.18 Q V 12 +50 4.1838 5.22 Q V 12 +55 4.2201 5.26 Q V 13+ 0 4.2567 5.31 Q I V 13+ 5 4.2936 5.37 Q I V 13 +10 4.3310 5.42 Q I V 13 +15 4.3687 5.48 Q I 13 +20 4.4069 5.55 Q V I l 13 +25 4.4456 5.62 Q I V D 13 +30 4.4848 5.69 Q V 13 +35 4.5245 5.76 Q V 13 +40 4.5647 5.84 Q ( V 13 +45 4.6055 5.92 Q V 13 +50 4.6469 6.01 Q V 13 +55 4.6890 6.10 Q V 14+ 0 4.7317 6.20 Q V 14+ 5 4.7751 6.30 Q V 14 +10 4.8192 6.41 Q V 14 +15 4.8642 6.53 Q ( V 14 +20 4.9100 6.65 Q V 14 +25 4.9567 6.78 Q V 14 +30 5.0044 6.92 Q V 14 +35 5.0531 7.07 Q V 14 +40 5.1029 7.23 Q V 14 +45 5.1538 7.40 Q V 14 +50 5.2060 7.58 Q V 14 +55 5.2596 7.78 Q VI 15+ 0 5.3147 8.00 Q VI 15+ 5 5.3714 8.23 Q VI 15 +10 5.4299 8.49 Q VI 15 +15 5.4904 8.78 Q I VI 15 +20 5.5531 9.11 Q I V 15 +25 5.6179 9.41 Q I V 15 +30 5.6842 9.62 Q I V 15 +35 5.7510 9.70 Q I V 15 +40 5.8181 9.75 Q I IV 15 +45 5.8867 9.96 Q I IV 15 +50 5.9592 10.52 Q I IV 15 +55 6.0389 11.58 QI IV 16+ 0 6.1322 13.55 Q I V 16+ 5 6.2635 19.05 Q I V 16 +10 6.4622 28.85 ( Q 16 +15 6.7317 39.13 V IQ 16 +20 7.0337 43.86 V 16 +25 7.3134 40.60 V Q 16 +30 7.5204 30.07 Q V 16 +35 7.6793 23.07 I Q I V 16 +40 7.8052 18.28 Q I 16 +45 7.9136 15.73 Q V 16 +50 8.0080 13.71 Q I V 16 +55 8.0930 12.33 Q1 VI 17+ 0 8.1715 11.40 Q1 VI 17+ 5 8.2447 10.64 Q VI 17 +10 8.3133 9.96 Q V 17 +15 8.3764 9.15 Q V 17 +20 8.4362 8.68 Q V 17 +25 8.4926 8.20 Q ( V 17 +30 8.5470 7.89 Q V 17 +35 8.5992 7.59 Q V 17 +40 8.6493 7.28 Q �V 17 +45 8.6972 6.95 Q IV 17 +50 8.7434 6.70 Q IV 17 +55 8.7879 6.47 Q IV 18+ 0 8.8309 6.24 Q IV 18+ 5 8.8726 6.05 � Q � � V 18 +10 8.9133 5.90 Q ( V 0 18 +15 8.9535 5.84 Q V 18 +20 8.9938 5.85 Q ( V 18 +25 9.0340 5.84 Q V 18 +30 9.0739 5.78 Q V 18 +35 9.1125 5.60 Q I V 18 +40 9.1498 5.43 Q V 18 +45 9.1867 5.35 Q ( I V 18 +50 9.2231 5.28 Q ( V 18 +55 9.2589 5.21 Q I V 19+ 0 9.2943 5.14 Q V 19+ 5 9.3293 5.07 Q I I V 19 +10 9.3638 5.01 Q I V 19 +15 9.3979 4.95 Q I V 19 +20 9.4316 4.89 Q V 19 +25 9.4649 4.84 I Q I V 19 +30 9.4979 4.78 Q V 19 +35 9.5304 4.73 Q V 19 +40 9.5627 4.68 Q V 19 +45 9.5946 4.64 I Q I V 19 +50 9.6262 4.59 Q V 19 +55 9.6575 4.54 I Q V 20+ 0 9.6885 4.50 I Q V 20+ 5 9.7193 4.46 Q V 20 +10 9.7497 4.42 I Q V 20 +15 9.7799 4.38 Q V 20 +20 9.8098 4.34 Q ( V 20 +25 9.8394 4.31 Q V 20 +30 9.8688 4.27 Q V 20 +35 9.8980 4.23 Q V 20 +40 9.9269 4.20 Q ( V 20 +45 9.9556 4.17 Q V 20 +50 9.9841 4.13 Q V 20 +55 10.0123 4.10 Q V 21+ 0 10.0403 4.07 I Q V 21+ 5 10.0682 4.04 Q V 21 +10 10.0958 4.01 Q V 21 +15 10.1232 3.98 Q V 21 +20 10.1505 3.95 ( Q V 21 +25 10.1775 3.93 ( Q V 21 +30 10.2044 3.90 Q V 21 +35 10.2311 3.87 Q V 21 +40 10.2576 3.85 Q V 21 +45 10.2839 3.82 Q I V 21 +50 10.3101 3.80 Q V 21 +55 10.3361 3.78 Q ( V 22+ 0 10.3619 3.75 I Q ( V 22+ 5 10.3876 3.73 Q V 22 +10 10.4132 3.71 Q V 22 +15 10.4386 3.69 Q V 22 +20 10.4638 3.67 Q V 22 +25 10.4889 3.64 Q V 22 +30 10.5139 3.62 Q V 22 +35 10.5387 3.60 Q V 22 +40 10.5634 3.58 Q V 22 +45 10.5879 3.56 Q V 22 +50 10.6124 3.55 Q V 22 +55 10.6366 3.53 Q V 23+ 0 10.6608 3.51 I Q V I 23+ 5 10.6849 3.49 I Q ( V 23 +10 10.7088 3.47 I Q V 23 +15 10.7326 3.46 I Q V 23 +20 10.7563 3.44 I Q ( V 23 +25 10.7798 3.42 I Q I V 23 +30 10.8033 3.41 I Q I VI 23 +35 10.8266 3.39 I Q I I I VI 23+40 10.8499 3.37 I Q I I I VI 23 +45 10.8730 3.36 1 Q I I I VI 23 +50 10.8960 3.34 Q I I I VI 23 +55 10.9189 3.33 I Q I I I VI 24+ 0 10.9418 3.31 I Q I I I VI 24+ 5 10.9640 3.23 I Q I I I V) 24 +10 10.9844 2.97 I Q I I I V) 24 +15 11.0015 2.48 IQ I I I VI 24 +20 11.0144 1.86 IQ I I I VI 24 +25 11.0232 1.28 IQ I I I VI 24 +30 11.0294 0.91 Q I I I VI 24 +35 11.0341 0.68 Q I I I VI 24 +40 11.0378 0.53 Q I I I VI 24 +45 11.0407 0.43 Q I I I VI 24 +50 11.0432 0.36 Q I I I VI 24 +55 11.0453 0.31 Q I I I VI 25+ 0 11.0471 0.26 Q I I I VI 25+ 5 11.0486 0.22 Q I I I VI 25 +10 11.0499 0.19 Q I I I VI 25 +15 11.0511 0.16 Q I I VI �. 25 +20 11.0520 0.14 Q I I ( VI 25 +25 11.0529 0.12 Q I I I VI 25 +30 11.0536 0.11 Q I I VI 25 +35 11.0543 0.09 Q I I VI 25 +40 11.0548 0.08 Q ( I VI 25 +45 11.0552 0.07 Q I I VI 25 +50 11.0556 0.05 Q I I I VI 25 +55 11.0559 0.05 Q I I I VI 26+ 0 11.0562 0.04 Q I I VI 26+ 5 11.0564 0.03 Q I I I VI 26 +10 11.0566 0.02 Q I I I VI 26 +15 11.0567 0.02 Q I I I VI 26 +20 11.0568 0.01 Q I I I VI 26 +25 11.0568 0.01 Q I I VI 26 +30 ----------------------------------------------------------------- 11.0568 0.00 Q I I I V - - - - -- PROJECT: TRka � DATE: V,I�T si`9E ENGINEER: 1. Enter the design storm return frequency (years) too 2. Enter catchment lag (hours) 0 �15 3. Enter the catchment area (acres) Z63 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed i1• Foothill Mountain Valley: Undeveloped C? Desert 6. Enter maximum loss rate, F (inch/hi") 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors Q I SAN BERNAROINO COUNTY HYDROLOGY MANUAL Figure E -7 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 100 YEAR STORM, 100 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572WD100 -------------------------------------------------------------- - - - - -- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 28.30 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 28.30 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 28.30 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 28.30 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 28.30 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 28.30 -------------------------------------------------------------- 24 9.30 - - - - -- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area- averaged max loss SCS curve SCS curve Area No.(AMCII) NO.(AMC 3) (Ac.) 58.0 77.4 17.20 40.0 60.0 11.10 ++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.608 0.414 1.000 0.414 0.392 0.680 0.600 0.408 Area- averaged adjusted loss rate Fm (In /Hr) = 0.411 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 17.20 0.608 58.0 77.4 2.92 0.702 6.66 0.235 40.0 60.0 6.67 0.466 4.44 0.157 98.0 98.0 0.20 0.974 Area - averaged catchment yield fraction, Y = 0.689 Area - averaged low loss fraction, Yb = 0.311 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 28.30(Ac.) Catchment Lag time = 0.312 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 26.7523 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.411(In /Hr) Average low loss rate fraction (Yb) = 0.311 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.563(In) 1.152(In) 1.520(In) 2.709 (In) 3. 900 (In) 9.300 (In) Rainfall depth area reduction factors: Using a total area of 28.30(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.562(In) 30- minute factor = 0.999 Adjusted rainfall = 1.150(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.518(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.708(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.900(In) 24 -hour factor = ---------- - - - - -- 1000 - - -- - Adjusted - rainfall = ------------------ 9.300(In) - - - - -- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 342.25 (CFS)) 1 2.182 7.469 2 10.209 27.472 3 25.412 52.032 4 44.721 66.087 5 62.599 61.186 6 73.437 37.093 7 80.222 23.224 8 84.459 14.499 9 87.426 10.154 10 89.454 6.942 11 91.029 5.390 12 92.347 4.510 13 93.518 4.007 14 94.467 3.251 15 95.191 2.476 16 95.806 2.105 17 96.331 1.797 18 96.835 1.724 19 97.321 1.665 20 97.714 1.344 21 98.069 1.215 22 98.375 1.047 23 98.660 0.975 24 98.896 0.808 25 99.109 0.731 26 99.277 0.572 27 99.441 0.562 28 99.605 0.562 29 99.769 0.562 30 100.000 0.281 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5618 0.5618 2 0.7413 0.1795 3 0.8719 0.1305 4 0.9782 0.1063 5 1.0695 0.0913 6 1.1504 0.0809 7 1.2236 0.0732 8 1.2907 0.0671 9 1.3530 0.0623 10 1.4112 0.0582 11 1.4661 0.0548 12 1.5180 0.0519 13 1.5834 0.0654 14 1.6464 0.0631 15 1.7074 0.0610 16 1.7665 0.0591 17 1.8238 0.0573 18 1.8796 0.0558 19 1.9339 0.0543 20 1.9869 0.0530 21 2.0386 0.0517 22 2.0892 0.0506 23 2.1387 0.0495 24 2.1872 0.0485 25 2.2348 0.0476 26 2.2814 0.0467 27 2.3273 0.0458 28 2.3723 0.0450 29 2.4166 0.0443 30 2.4601 0.0436 31 2.5030 0.0429 32 2.5452 0.0422 33 2.5868 0.0416 34 2.6279 0.0410 35 2.6683 0.0404 36 2.7082 0.0399 37 2.7475 0.0393 38 2.7863 0.0388 39 2.8247 0.0383 40 2.8625 0.0379 41 2.9000 0.0374 42 2.9370 0.0370 43 2.9735 0.0366 44 3.0097 0.0362 45 3.0455 0.0358 46 3.0809 0.0354 47 3.1160 0.0351 48 3.1507 0.0347 49 3.1850 0.0344 50 3.2190 0.0340 51 3.2527 0.0337 52 3.2861 0.0334 53 3.3192 0.0331 54 3.3520 0.0328 55 3.3845 0.0325 56 3.4168 0.0322 57 3.4487 0.0320 58 3.4804 0.0317 59 3.5119 0.0314 60 3.5430 0.0312 61 3.5740 0.0309 62 3.6047 0.0307 63 3.6351 0.0305 64 3.6654 0.0302 65 3.6954 0.0300 66 3.7252 0.0298 67 3.7548 0.0296 68 3.7842 0.0294 69 3.8133 0.0292 70 3.8423 0.0290 71 3.8711 0.0288 72 3.8997 0.0286 73 3.9335 0.0339 74 3.9672 0.0337 75 4.0007 0.0335 76 4.0341 0.0334 77 4.0673 0.0332 78 4.1003 0.0330 79 4.1332 0.0329 80 4.1659 0.0327 81 4.1985 0.0326 82 4.2309 0.0324 83 4.2632 0.0323 84 4.2953 0.0321 85 4.3273 0.0320 86 4.3592 0.031$ 87 4.3909 0.0317 88 4.4224 0.0316 89 4.4539 0.0314 90 4.4852 0.0313 91 4.5164 0.0312 92 4.5474 0.0311 93 4.5783 0.0309 94 4.6091 0.0308 95 4.6398 0.0307 96 4.6704 0.0306 97 4.7008 0.0304 98 4.7311 0.0303 99 4.7614 0.0302 100 4.7914 0.0301 101 4.8214 0.0300 w� 102 4.8513 0.0299 103 4.8811 0.0298 104 4.9107 0.0297 105 4.9403 0.0295 106 4.9697 0.0294 107 4.9991 0.0293 108 5.0283 0.0292 109 5.0574 0.0291 110 5.0865 0.0290 111 5.1154 0.0289 112 5.1443 0.0288 113 5.1730 0.0287 114 5.2017 0.0287 115 5.2302 0.0286 116 5.2587 0.0285 117 5.2871 0.0284 118 5.3153 0.0283 119 5.3435 0.0282 120 5.3716 0.0281 121 5.3997 0.0280 122 5.4276 0.0279 123 5.4554 0.0278 124 5.4832 0.0278 125 5.5109 0.0277 126 5.5385 0.0276 127 5.5660 0.0275 128 5.5934 0.0274 129 5.6208 0.0274 130 5.6481 0.0273 131 5.6753 0.0272 132 5.7024 0.0271 133 5.7294 0.0270 134 5.7564 0.0270 135 5.7833 0.0269 136 5.8101 0.0268 137 5.8369 0.0267 138 5.8635 0.0267 139 5.8901 0.0266 140 5.91767 0.0265 141 5.9431 0.0265 142 5.9695 0.0264 143 5.9958 0.0263 144 6.0221 0.0263 145 6.0483 0.0262 146 6.0744 0.0261 147 6.1004 0.0260 148 6.1264 0.0260 149 6.1523 0.0259 150 6.1782 0.0259 151 6.2040 0.0258 152 6.2297 0.0257 153 6.2554 0.0257 154 6.2810 0.0256 155 6.3065 0.0255 156 6.3320 0.0255 157 6.3574 0.0254 158 6.3828 0.0254 159 6.4081 0.0253 160 6.4333 0.0252 161 6.4585 0.0252 162 6.4836 0.0251 163 6.5086 0.0251 164 6.5337 0.0250 165 6.5586 0.0249 166 6.5835 0.0249 167 6.6083 0.0248 168 6.6331 0.0248 169 6.6578 0.0247 170 6.6825 0.0247 171 6.7071 0.0246 172 6.7317 0.0246 173 6.7562 0.0245 174 6.7806 0.0245 175 6.8051 0.0244 176 6.8294 0.0244 177 6.8537 0.0243 178 6.8780 0.0242 179 6.9022 0.0242 180 6.9263 0.0241 181 6.9504 0.0241 182 6.9744 0.0240 183 6.9984 0.0240 184 7.0224 0.0240 185 7.0463 0.0239 186 7.0702 0.0239 187 7.0940 0.0238 188 7.1177 0.0238 189 7.1414 0.0237 190 7.1651 0.0237 191 7.1887 0.0236 192 7.2123 0.0236 193 7.2358 0.0235 194 7.2593 0.0235 195 7.2827 0.0234 196 7.3061 0.0234 197 7.3295 0.0233 198 7.3528 0.0233 199 7.3760 0.0233 200 7.3992 0.0232 201 7.4224 0.0232 202 7.4455 0.0231 203 7.4686 0.0231 204 7.4917 0.0230 205 7.5147 0.0230 206 7.5376 0.0230 207 7.5606 0.0229 208 7.5834 0.0229 209 7.6063 0.0228 210 7.6291 0.0228 211 7.6518 0.0228 212 7.6745 0.0227 213 7.6972 0.0227 214 7.7198 0.0226 215 7.7424 0.0226 216 7.7650 0.0226 217 7.7875 0.0225 218 7.8100 0.0225 219 7.8324 0.0224 220 7.8548 0.0224 221 7.8772 0.0224 222 7.8995 0.0223 223 7.9218 0.0223 224 7.9441 0.0223 225 7.9663 0.0222 226 7.9885 0.0222 227 8.0106 0.0221 228 8.0327 0.0221 229 8.0548 0.0221 230 8.0768 0.0220 231 8.0988 0.0220 232 8.1208 0.0220 233 8.1427 0.0219 234 8.1646 0.0219 235 8.1864 0.0219 236 8.2083 0.0218 237 8.2301 0.0218 238 8.2518 0.0218 239 8.2735 0.0217 240 8.2952 0.0217 241 8.3169 0.0217 242 8.3385 0.0216 243 8.3601 0.0216 244 8.3816 0.0216 245 8.4031 0.0215 246 8.4246 0.0215 247 8.4461 0.0215 248 8.4675 0.0214 249 8.4889 0.0214 250 8.5102 0.0214 251 8.5316 0.0213 252 8.5529 0.0213 253 8.5741 0.0213 254 8.5954 0.0212 255 8.6166 0.0212 256 8.6377 0.0212 257 8.6589 0.0211 258 8.6800 0.0211 259 8.7010 0.0211 260 8.7221 0.0210 261 8.7431 0.0210 262 8.7641 0.0210 263 8.7850 0.0210 264 8.8060 0.0209 265 8.8269 0.0209 266 8.8477 0.0209 267 8.8686 0.0208 268 8.8894 0.0208 269 8.9102 0.0208 270 8.9309 0.0208 271 8.9516 0.0207 272 8.9723 0.0207 273 8.9930 0.0207 274 9.0136 0.0206 275 9.0342 0.0206 276 9.0548 0.0206 277 9.0754 0.0206 278 9.0959 0.0205 279 9.1164 0.0205 280 9.1369 0.0205 281 9.1573 0.0204 282 9.1777 0.0204 283 9.1981 0.0204 284 9.2185 0.0204 285 9.2388 0.0203 286 9.2591 0.0203 287 9.2794 0.0203 288 9.2997 0.0203 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0203 0.0063 0.0140 2 0.0203 0.0063 0.0140 3 0.0203 0.0063 0.0140 4 0.0204 0.0063 0.0140 5 0.0204 0.0063 0.0141 6 0.0204 0.0064 0.0141 7 0.0205 0.0064 0.0141 8 0.0205 0.0064 0.0141 9 0.0206 0.0064 0.0142 10 0.0206 0.0064 0.0142 11 0.0207 0.0064 0.0142 12 0.0207 0.0064 0.0143 13 0.0208 0.0064 0.0143 14 0.0208 0.0065 0.0143 15 0.0208 0.0065 0.0144 16 0.0209 0.0065 0.0144 17 0.0209 0.0065 0.0144 18 0.0210 0.0065 0.0144 19 0.0210 0.0065 0.0145 20 0.0210 0.0065 0.0145 21 0.0211 0.0066 0.0145 22 0.0211 0.0066 0.0146 23 0.0212 0.0066 0.0146 24 0.0212 0.0066 0.0146 25 0.0213 0.0066 0.0147 26 0.0213 0.0066 0.0147 27 0.0214 0.0066 0.0147 28 0.0214 0.0067 0.0148 29 0.0215 0.0067 0.0148 30 0.0215 0.0067 0.0148 31 0.0216 0.0067 0.0149 32 0.0216 0.0067 0.0149 33 0.0217 0.0067 0.0149 34 0.0217 0.0067 0.0150 35 0.0218 0.0068 0.0150 36 0.0218 0.0068 0.0150 37 0.0219 0.0068 0.0151 38 0.0219 0.0068 0.0151 39 0.0220 0.0068 0.0152 40 0.0220 0.0068 0.0152 41 0.0221 0.0069 0.0152 42 0.0221 0.0069 0.0153 43 0.0222 0.0069 0.0153 44 0.0223 0.0069 0.0153 45 0.0223 0.0069 0.0154 46 0.0224 0.0069 0.0154 47 0.0224 0.0070 0.0155 48 0.0225 0.0070 0.0155 49 0.0226 0.0070 0.0155 50 0.0226 0.0070 0.0156 51 0.0227 0.0070 0.0156 52 0.0227 0.0071 0.0157 53 0.0228 0.0071 0.0157 54 0.0228 0.0071 0.0157 55 0.0229 0.0071 0.0158 56 0.0230 0.0071 0.0158 57 0.0230 0.0072 0.0159 58 0.0231 0.0072 0.0159 59 0.0232 0.0072 0.0160 60 0.0232 0.0072 0.0160 61 0.0233 0.0072 0.0161 62 0.0233 0.0073 0.0161 63 0.0234 0.0073 0.0162 64 0.0235 0.0073 0.0162 65 0.0236 0.0073 0.0162 66 0.0236 0.0073 0.0163 67 0.0237 0.0074 0.0163 68 0.0238 0.0074 0.0164 69 0.0239 0.0074 0.0164 70 0.0239 0.0074 0.0165 71 0.0240 0.0075 0.0165 72 0.0240 0.0075 0.0166 73 0.0241 0.0075 0.0166 74 0.0242 0.0075 0.0167 75 0.0243 0.0076 0.0167 76 0.0244 0.0076 0.0168 77 0.0245 0.0076 0.0169 78 0.0245 0.0076 0.0169 79 0.0246 0.0076 0.0170 80 0.0247 0.0077 0.0170 81 0.0248 0.0077 0.0171 82 0.0248 0.0077 0.0171 83 0.0249 0.0078 0.0172 84 0.0250 0.0078 0.0172 85 0.0251 0.0078 0.0173 86 0.0252 0.0078 0.0174 87 0.0253 0.0079 0.0174 88 0.0254 0.0079 0.0175 89 0.0255 0.0079 0.0176 90 0.0255 0.0079 0.0176 91 0.0257 0.0080 0.0177 92 0.0257 0.0080 0.0177 93 0.0259 0.0080 0.0178 94 0.0259 0.0081 0.0179 95 0.0260 0.0081 0.0180 96 0.0261 0.0081 0.0180 97 0.0263 0.0082 0.0181 98 0.0263 0.0082 0.0181 99 0.0265 0.0082 0.0182 100 0.0265 0.0082 0.0183 101 0.0267 0.0083 0.0184 102 0.0267 0.0083 0.0184 103 0.0269 0.0084 0.0185 104 0.0270 0.0084 0.0186 105 0.0271 0.0084 0.0187 106 0.0272 0.0085 0.0187 107 0.0274 0.0085 0.0189 108 0.0274 0.0085 0.0189 109 0.0276 0.0086 0.0190 110 0.0277 0.0086 0.0191 111 0.0278 0.0087 0.0192 112 0.0279 0.0087 0.0193 113 0.0281 0.0087 0.0194 114 0.0282 0.0088 0.0194 115 0.0284 0.0088 0.0196 116 0.0285 0.0088 0.0196 117 0.0287 0.0089 0.0197 118 0.0287 0.0089 0.0198 119 0.0289 0.0090 0.0199 120 0.0290 0.0090 0.0200 121 0.0292 0.0091 0.0202 122 0.0293 0.0091 0.0202 123 0.0295 0.0092 0.0204 124 0.0297 0.0092 0.0204 125 0.0299 0.0093 0.0206 126 0.0300 0.0093 0.0207 127 0.0302 0.0094 0.0208 128 0.0303 0.0094 0.0209 129 0.0306 0.0095 0.0211 130 0.0307 0.0095 0.0211 131 0.0309 0.0096 0.0213 132 0.0311 0.0096 0.0214 133 0.0313 0.0097 0.0216 134 0.0314 0.0098 0.0217 135 0.0317 0.0099 0.0219 136 0.0318 0.0099 0.0220 137 0.0321 0.0100 0.0221 138 0.0323 0.0100 0.0222 139 0.0326 0.0101 0.0224 140 0.0327 0.0102 0.0226 141 0.0330 0.0103 0.0228 142 0.0332 0.0103 0.0229 143 0.0335 0.0104 0.0231 144 0.0337 0.0105 0.0232 145 0.0286 0.0089 0.0197 146 0.0288 0.0089 0.0198 147 0.0292 0.0091 0.0201 148 0.0294 0.0091 0.0202 149 0.0298 0.0093 0.0205 150 0.0300 0.0093 0.0207 151 0.0305 0.0095 0.0210 152 0.0307 0.0095 0.0212 153 0.0312 0.0097 0.0215 154 0.0314 0.0098 0.0217 155 0.0320 0.0099 0.0220 156 0.0322 0.0100 0.0222 157 0.0328 0.0102 0.0226 158 0.0331 0.0103 0.0228 159 0.0337 0.0105 0.0232 160 0.0340 0.0106 0.0235 161 0.0347 0.0108 0.0239 162 0.0351 0.0109 0.0242 163 0.0358 0.0111 0.0247 164 0.0362 0.0112 0.0249 165 0.0370 0.0115 0.0255 166 0.0374 0.0116 0.0258 167 0.0383 0.0119 0.0264 168 0.0388 0.0121 0.0268 169 0.0399 0.0124 0.0275 170 0.0404 0.0126 0.0279 171 0.0416 0.0129 0.0287 172 0.0422 0.0131 0.0291 173 0.0436 0.0135 0.0300 174 0.0443 0.0138 0.0305 175 0.0458 0.0142 0.0316 176 0.0467 0.0145 0.0322 177 0.0485 0.0151 0.0334 178 0.0495 0.0154 0.0341 179 0.0517 0.0161 0.0357 180 0.0530 0.0165 0.0365 181 0.0558 0.0173 0.0384 182 0.0573 0.0178 0.0395 183 0.0610 0.0189 0.0420 184 0.0631 0.0196 0.0435 185 0.0519 0.0161 0.0358 186 0.0548 0.0170 0.0378 187 0.0623 0.0193 0.0429 188 0.0671 0.0209 0.0463 189 0.0809 0.0251 0.0558 190 0.0913 0.0284 0.0629 191 0.1305 0.0343 0.0963 192 0.1795 0.0343 0.1452 193 0.5618 0.0343 0.5275 194 0.1063 0.0330 0.0733 195 0.0732 0.0227 0.0504 196 0.0582 0.0181 0.0401 197 0.0654 0.0203 0.0451 198 0.0591 0.0184 0.0407 199 0.0543 0.0169 0.0374 200 0.0506 0.0157 0.0349 201 0.0476 0.0148 0.0328 202 0.0450 0.0140 0.0310 203 0.0429 0.0133 0.0296 204 0.0410 0.0127 0.0283 205 0.0393 0.0122 0.0271 206 0.0379 0.0118 0.0261 207 0.0366 0.0114 0.0252 208 0.0354 0.0110 0.0244 209 0.0344 0.0107 0.0237 210 0.0334 0.0104 0.0230 211 0.0325 0.0101 0.0224 212 0.0317 0.0098 0.0218 213 0.0309 0.0096 0.0213 214 0.0302 0.0094 0.0208 215 0.0296 0.0092 0.0204 216 0.0290 0.0090 0.0200 217 0.0339 0.0105 0.0233 218 0.0334 0.0104 0.0230 219 0.0329 0.0102 0.0227 220 0.0324 0.0101 0.0223 221 0.0320 0.0099 0.0220 222 0.0316 0.0098 0.0218 223 0.0312 0.0097 0.0215 224 0.0308 0.0096 0.0212 225 0.0304 0.0095 0.0210 226 0.0301 0.0094 0.0207 227 0.0298 0.0092 0.0205 228 0.0294 0.0091 0.0203 229 0.0291 0.0091 0.0201 230 0.0288 0.0090 0.0199 231 0.0286 0.0089 0.0197 232 0.0283 0.0088 0.0195 233 0.0280 0.0087 0.0193 234 0.0278 0.0086 0.0191 235 0.0275 0.0086 0.0190 236 0.0273 0.0085 0.0188 237 0.0270 0.0084 0.0186 238 0.0268 0.0083 0.0185 239 0.0266 0.0083 0.0183 240 0.0264 0.0082 0.0182 241 0.0262 0.0081 0.0180 242 0.0260 0.0081 0.0179 243 0.0258 0.0080 0.0178 244 0.0256 0.0080 0.0176 245 0.0254 0.0079 0.0175 246 0.0252 0.0078 0.0174 247 0.0251 0.0078 0.0173 248 0.0249 0.0077 0.0172 249 0.0247 0.0077 0.0170 250 0.0246 0.0076 0.0169 251 0.0244 0.0076 0.0168 252 0.0242 0.0075 0.0167 253 0.0241 0.0075 0.0166 254 0.0240 0.0074 0.0165 255 0.0238 0.0074 0.0164 256 0.0237 0.0074 0.0163 257 0.0235 0.0073 0.0162 258 0.0234 0.0073 0.0161 259 0.0233 0.0072 0.0160 260 0.0231 0.0072 0.0159 261 0.0230 0.0071 0.0159 262 0.0229 0.0071 0.0158 263 0.0228 0.0071 0.0157 264 0.0226 0.0070 0.0156 265 0.0225 0.0070 0.0155 266 0.0224 0.0070 0.0154 267 0.0223 0.0069 0.0154 268 0.0222 0.0069 0.0153 269 0.0221 0.0069 0.0152 270 0.0220 0.0068 0.0151 271 0.0219 0.0068 0.0151 272 0.0218 0.0068 0.0150 273 0.0217 0.0067 0.0149 274 0.0216 0.0067 0.0149 275 0.0215 0.0067 0.0148 276 0.0214 0.0066 0.0147 277 0.0213 0.0066 0.0147 278 0.0212 0.0066 0.0146 279 0.0211 0.0065 0.0145 280 0.0210 0.0065 0.0145 281 0.0209 0.0065 0.0144 282 0.0208 0.0065 0.0143 283 0.0207 0.0064 0.0143 284 0.0206 0.0064 0.0142 285 0.0206 0.0064 0.0142 286 0.0205 0.0064 0.0141 287 0.0204 0.0063 0.0141 288 -------------------------------------------------------------------- 0.0203 0.0063 0.0140 -------------------------------------------------------------------- Total soil rain loss = 2.72(In) Total effective rainfall = 6.58(In) Peak --------------------------------------------------------------- flow rate in flood hydrograph = 57.16(CFS) - - - - -- Aonbk +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+ 5 0.0007 0.10 Q 0 +10 0.0041 0.49 Q 0 +15 0.0124 1.22 Q 0 +20 0.0272 2.14 VQ 0 +25 0.0478 3.00 VQ 0 +30 0.0721 3.52 V Q 0 +35 0.0986 3.85 V Q 0 +40 0.1266 4.06 V Q 0 +45 0.1556 4.21 V Q 0 +50 0.1854 4.32 V Q 0 +55 0.2157 4.40 V Q 1+ 0 0.2465 4.47 V Q 1+ 5 0.2777 4.54 V Q 1 +10 0.3094 4.59 V Q 1 +15 0.3413 4.64 V Q 1 +20 0.3735 4.68 V Q 1 +25 0.4060 4.71 IV Q 1 +30 0.4386 4.74 IV Q 1 +35 0.4715 4.78 IV Q I 1 +40 0.5046 4.81 IV Q I 1 +45 0.5379 4.83 IV Q I 1 +50 0.5714 4.86 IV Q I 1 +55 0.6050 4.88 IV Q 2+ 0 0.6388 4.90 IV Q 2+ 5 0.6727 4.93 IV Q 2 +10 0.7068 4.94 IV Q 2 +15 0.7410 4.96 IV Q 2 +20 0.7753 4.98 I VQ 2 +25 0.8097 5.00 I VQ 2 +30 0.8442 5.02 I VQ 2 +35 0.8789 5.03 I VQ 2 +40 0.9135 5.04 I VQ 2 +45 0.9483 5.05 I VQ 2 +50 0.9832 5.06 ( VQ 2 +55 1.0181 5.07 I VQ 3+ 0 1.0531 5.08 I VQ 3+ 5 1.0882 5.10 I VQ 3 +10 1.1234 5.11 I VQ 3 +15 1.1586 5.12 I VQ 3 +20 1.1940 5.13 I Q 3 +25 1.2294 5.14 I Q 3 +30 1.2649 5.16 I Q 3 +35 1.3005 5.17 I Q 3 +40 1.3362 5.18 I Q 3 +45 1.3720 5.19 I Q 3 +50 1.4078 5.21 3 +55 1.4438 5.22 I Q 4+ 0 1.4798 5.23 I Q 4+ 5 1.5159 5.25 Q 4 +10 1.5522 5.26 QV 4 +15 1.5885 5.27 QV 4 +20 1.6249 5.29 QV 4 +25 1.6614 5.30 QV 4 +30 1.6979 5.31 QV 4 +35 1.7346 5.33 QV 4 +40 1.7714 5.34 QV 4 +45 1.8083 5.35 QV 4 +50 1.8453 5.37 QV 4 +55 1.8823 5.38 QV 5+ 0 1.9195 5.40 QV 5+ 5 1.9568 5.41 I Q V 5 +10 1.9942 5.43 I Q V 5 +15 2.0317 5.44 I Q V 5 +20 2.0693 5.46 I Q V 5 +25 2.1070 5.47 I Q V 5 +30 2.1448 5.49 I Q V 5 +35 2.1827 5.50 I Q V 5 +40 2.2207 5.52 I Q V 5 +45 2.2588 5.54 I Q V 5 +50 2.2970 5.55 I Q V 5 +55 2.3354 5.57 I Q V 6+ 0 2.3739 5.58 I Q V 6+ 5 2.4124 5.60 I Q V 6 +10 2.4511 5.62 I Q V 6 +15 2.4899 5.64 I Q V 6 +20 2.5289 5.65 ( Q V 6 +25 2.5679 5.67 I Q V 6 +30 2.6071 5.69 ( Q V 6 +35 2.6464 5.71 Q V 6 +40 2.6858 5.72 I Q V 6 +45 2.7254 5.74 I Q V 6 +50 2.7650 5.76 I Q V 6 +55 2.8048 5.78 I Q V 7+ 0 2.8448 5.80 I Q V 7+ 5 2.8848 5.82 I Q V 7 +10 2.9250 5.84 I Q V 7 +15 2.9654 5.86 I Q V 7 +20 3.0058 5.88 I Q V 7 +25 3.0465 5.90 I Q V 7 +30 3.0872 5.92 I Q V 7 +35 3.1281 5.94 I Q V 7 +40 3.1691 5.96 Q V 7 +45 3.2103 5.98 Q V 7 +50 3.2516 6.00 Q V 7 +55 3.2931 6.02 Q V 8+ 0 3.3348 6.04 ( Q V 8+ 5 3.3765 6.07 Q V 8 +10 3.4185 6.09 Q V 8 +15 3.4606 6.11 Q V 8 +20 3.5028 6.14 I Q VI 8 +25 3.5453 6.16 1 Q VI 8 +30 3.5879 6.18 I Q VI 8 +35 3.6306 6.21 I Q VI 8 +40 3.6735 6.23 I Q VI 8 +45 3.7166 6.26 1 Q VI 8 +50 3.7599 6.28 I Q VI 8 +55 3.8034 6.31 I Q VI 9+ 0 3.8470 6.34 I Q VI 9+ 5 3.8908 6.36 I Q V 9 +10 3.9348 6.39 I Q V 9 +15 3.9790 6.42 I Q V 9 +20 4.0234 6.44 I Q V 9 +25 4.0680 6.47 ( Q V 9 +30 4.1127 6.50 I Q V 9 +35 4.1577 6.53 I Q V 9 +40 4.2029 6.56 I Q V 9 +45 4.2483 6.59 I Q V 9 +50 4.2939 6.62 I Q IV 9 +55 4.3397 6.65 I Q IV 10+ 0 4.3858 6.68 I Q IV 10+ 5 4.4320 6.72 I Q IV 10 +10 4.4785 6.75 I Q IV 10 +15 4.5252 6.78 I Q IV 10 +20 4.5722 6.82 I Q IV 10 +25 4.6194 6.85 I Q IV 10 +30 4.6668 6.89 I Q I V 10 +35 4.7145 6.93 I Q I V 10 +40 4.7625 6.96 I Q I V 10 +45 4.8107 7.00 I Q I V 10 +50 4.8592 7.04 I Q I V 10 +55 4.9079 7.08 I Q I V 11+ 0 4.9569 7.12 I Q I V 11+ 5 5.0062 7.16 I Q I V 11 +10 5.0558 7.20 I Q I V 11 +15 5.1057 7.24 I Q I V 11 +20 5.1559 7.29 I Q I V 11 +25 5.2064 7.33 I Q I V 11 +30 5.2572 7.38 I Q I V 11 +35 5.3084 7.43 I Q I V 11 +40 5.3598 7.47 I Q I V 11 +45 5.4116 7.52 I Q I V 11 +50 5.4638 7.57 I Q I V 11 +55 5.5163 7.62 I Q I V 12+ 0 5.5692 7.68 I Q I V 12+ 5 5.6222 7.70 I Q V 12 +10 5.6749 7.66 I Q I V 12 +15 5.7267 7.52 I Q I V 12 +20 5.7772 7.33 I Q ( V 12 +25 5.8265 7.16 I Q I V 12 +30 5.8753 7.09 I Q I V 12 +35 5.9240 7.07 I Q I V 12 +40 5.9728 7.08 I Q I V 12 +45 6.0218 7.12 I Q I V 12 +50 6.0712 7.17 I Q I V 12 +55 6.1209 7.22 I Q I V 13+ 0 6.1711 7.29 I Q I V 13+ 5 6.2218 7.36 I Q I V 13 +10 6.2729 7.43 I Q I V 13 +15 6.3247 7.51 I Q I V 13 +20 6.3770 7.60 I Q I V 13 +25 6.4300 7.69 I Q I V 13 +30 6.4836 7.79 I Q I V 13 +35 6.5379 7.89 Q V 13 +40 6.5930 7.99 Q V 13 +45 6.6488 8.10 Q V 13 +50 6.7054 8.22 Q V 13 +55 6.7629 8.35 Q V 14+ 0 6.8213 8.48 Q V 14+ 5 6.8806 8.62 Q V 14 +10 6.9410 8.76 Q V 14 +15 7.0024 8.92 Q V 14 +20 7.0650 9.09 Q V 14 +25 7.1289 9.27 Q I V I 14 +30 7.1940 9.46 Q V 14 +35 7.2606 9.66 Q V 14 +40 7.3286 9.88 Q V 14 +45 7.3982 10.11 I Q I VI I 14 +50 7.4696 10.36 I Q I VI I 14 +55 7.5428 10.63 I Q I VI 15+ 0 7.6180 10.93 I Q I VI 15+ 5 7.6955 11.25 I Q I VI I 15 +10 7.7754 11.60 I Q I V 15 +15 7.8580 12.00 I Q I V 15 +20 7.9437 12.44 I Q I V i 15 +25 8.0322 12.85 I Q I V 15 +30 8.1226 13.12 I Q I V 15 +35 8.2135 13.20 I Q I IV 15 +40 8.3047 13.24 I Q I IV 15 +45 8.3978 13.52 I QI IV I Idook 15 +50 8.4963 14.31 I QI IV 15 +55 8.6049 1.5.77 I Q I V 16+ 0 8.7320 18.45 I I Q I V 16+ 5 8.9089 25.69 I ( Q I V 16 +10 9.1741 38.50 I ( I V Q 16 +15 9.5296 51.62 I I I V 16 +20 9.9232 57.16 I I I V 16 +25 10.2809 51.94 I I I V 16 +30 10.5440 38.19 I I Q V 16 +35 10.7468 29.45 I QI V I 16 +40 10.9107 23.80 I Q I V 16 +45 11.0523 20.56 I Q I V 16 +50 11.1765 18.03 I Q I V 16 +55 11.2893 16.39 Q I VI 17+ 0 11.3938 15.17 I Q I VI 17+ 5 11.4916 14.20 I QI I VI 17 +10 11.5825 13.20 I Q I I VI 17 +15 11.6670 12.27 I Q I I V 17 +20 11.7469 11.60 I Q I I V 17 +25 11.8230 11.04 ( Q I I V 17 +30 11.8961 10.62 I Q I I V 17 +35 11.9665 10.22 I Q I I V 17 +40 12.0336 9.74 I Q I I IV 17 +45 12.0981 9.37 ( Q I I IV 17 +50 12.1602 9.02 I Q I I IV 17 +55 12.2203 8.73 I Q I I IV 18+ 0 12.2783 8.41 I Q I I IV 18+ 5 12.3346 8.18 I Q I I IV 18 +10 12.3897 8.01 I Q I I I V 18 +15 12.4449 8.01 I Q I I I V 9 0 18 +20 12.5004 8.07 18+25 12.5562 8.10 18 +30 12.6109 7.93 18 +35 12.6642 7.74 18 +40 12.7170 7.66 18 +45 12.7691 7.58 18 +50 12.8207 7.49 18 +55 12.8717 7.40 19+ 0 12.9220 7.31 19+ 5 12.9718 7.23 19 +10 13.0211 7.15 19 +15 13.0698 7.07 19 +20 13.1180 7.00 19 +25 13.1658 6.93 19 +30 13.2130 6.86 19 +35 13.2598 6.79 19 +40 13.3061 6.73 19 +45 13.3520 6.67 19 +50 13.3975 6.60 19 +55 13.4426 6.55 20+ 0 13.4873 6.49 20+ 5 13.5316 6.43 20 +10 13.5755 6.38 20 +15 13.6191 6.33 20 +20 13.6623 6.28 20 +25 13.7052 6.23 20 +30 13.7478 6.18 20 +35 13.7900 6.13 20 +40 13.8320 6.09 20 +45 13.8736 6.04 20 +50 13.9149 6.00 20 +55 13.9559 5.95 21+ 0 13.9966 5.91 21+ 5 14.0370 5.87 21 +10 14.0772 5.83 21 +15 14.1171 5.79 21 +20 14.1568 5.76 21 +25 14.1961 5.72 21 +30 14.2353 5.68 21 +35 14.2742 5.65 21 +40 14.3129 5.61 21 +45 14.3513 5.58 21 +50 14.3895 5.55 21 +55 14.4275 5.52 22+ 0 14.4652 5.48 22+ 5 14.5028 5.45 22 +10 14.5401 5.42 22 +15 14.5773 5.39 22 +20 14.6142 5.36 22 +25 14.6510 5.34 22 +30 14.6875 5.31 22 +35 14.7239 5.28 22 +40 14.7601 5.25 22 +45 14.7961 5.23 22 +50 14.8319 5.20 22 +55 14.8676 5.18 23+ 0 14.9031 5.15 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 23+ 5 14.9384 5.13 Q V ` 23 +10 14.9735 5.10 Q v 23 +15 15.0085 5.08 ( Q ( V 23 +20 15.0433 5.06 Q V 23 +25 15.0780 5.03 ( Q ( V 23 +30 15.1125 5.01 Q VI 23 +35 15.1468 4.99 Q VI 23 +40 15.1811 4.97 Q VI 23 +45 15.2151 4.95 Q VI 23 +50 15.2490 4.92 Q VI 23 +55 15.2828 4.90 Q VI 24+ 0 15.3164 4.88 Q VI 24+ 5 15.3492 4.76 Q V1 24 +10 15.3792 4.36 Q ( V1 24 +15 15.4041 3.61 Q VI 24 +20 15.4225 2.68 IQ VI 24 +25 15.4350 1.81 IQ V1 24 +30 15.4439 1.29 Q VI 24 +35 15.4505 0.96 Q VI 24 +40 15.4557 0.75 Q V) 24 +45 15.4599 0.61 Q VI 24 +50 15.4634 0.51 Q V) 24 +55 15.4664 0.43 Q VI 25+ 0 15.4689 0.37 Q VI 25+ 5 15.4710 0.31 Q VI 25 +10 15.4729 0.26 Q VI 25 +15 15.4744 0.23 Q VI 25 +20 15.4758 0.20 Q VI 25 +25 15.4770 0.17 Q VI 25 +30 15.4780 0.15 Q VI 25 +35 15.4788 0.12 Q VI 25 +40 15.4795 0.10 Q VI 25 +45 15.4801 0.09 Q ( VI 25 +50 15.4806 0.07 Q VI 25 +55 15.4810 0.06 Q VI 26+ 0 15.4813 0.05 Q VI 26+ 5 15.4816 0.04 Q VI 26 +10 15.4818 0.03 Q VI 26 +15 15.4819 0.02 Q VI 26 +20 15.4820 0.01 Q VI 26 +25 ----------------------------------------------------------------- 15.4820 0.00 Q VI - - - - -- m m D) Orifice and weir calculations C 16572 WEST OUTLET PIPE 6 5 M • -r 4 4 2 ., '�+ +.', - .G �, , � � a,"t` { t S+ne'� - .. `i• - A -.µ,i -r ,� -"¢� � }, ��� � "'"5 s.a„�`.� + -� .= a a. " m �t�t a e i r' - "�` r , : �{, �' -:, `"�i,F 9'�r'Rfi^'t >. -M1r��� � �. • 1 t r,ra t ". k ''n'ur. .= •� �„ 3 ,� °:4� '?Y^ wA}.3 �� r. r.: a NF i£w �'yxttM kn��`: �'$:�t4q •t?�� : 'p, *, r �' ' y :'a' <. - s ; - r �+ f• l�, ^�r^ e d .� :: 4 � -.� t 'c. 9 c �' ��w�� '4 5• .."f,• ., � �' n � { .�. -� a�� ,r�' d +w, +, t�^4r - „''i� �4,- s���>rbtL,{a '�: • "� •. �. °t t: }' rr >r - A, d- t A yy^'! # <, - �k+6".AYa':»t». " • �Q,•ik'„ f .'�, .fir ..G3 r : %e :i 0 10 20 30 Q pipe (cfs) we 50 T1 TRACT 16572 WEST SIDE FONTANA T2 OUTPIPE FLOW T3 BY : E.I. SO 0999.250 416.830 1 416.830 R 1005.370 416.848 1 .014 - 45.000 TS 1009.730 416.861 2 .014 .000 R 1054.770 417.002 2 .014 .000 TS 1058.000 417.008 3 .014 .000 R 1171.000 417.353 3 .014 .000 TS 1175.000 417.368 4 .014 .000 R 1222.230 417.510 4 .014 66.000 WE 1222.230 417.510 6 .200 .000 TS 1226.230 417.522 7 .014 .000 SH 1226.230 417.522 7 417.522 CD 1 3 0 .000 .583 6.000 .000 .000 .00 CD 2 3 0 .000 1.000 4.000 .000 .000 .00 CD 3 3 0 .000 1.500 4.000 .000 .000 .00 CD 4 3 0 .000 2.000 4.000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 CD 6 3 0 .000 5.500 6.000 .000 .000 .00 CD 7 2 0 .000 5.500 9.500 .000 .000 .00 Q 1.0 .0 Q 3.0 .0 Q 5.0 .0 Q 7.0 .0 Q 9.0 .0 LJ m 0 FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST : SIDE FONTANA OUTPIPE FLOW BY : E.I. *****************************************#************** ****** ***************** ****** ********** ************* ************** # * * * * * ** Invert Depth Water ' Q I Vel Vel Energy Super CriticaliFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip 1 L /Elem - Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp 'N' X -Fall ZR Type Ch t *tt * * * ** * * * * * * #t* * * * * * * ** t * * * * ** ** * * * # * * **# 1 * * * * * * * #* * * * * * ** ** * ** * * *I* * * ** * ** * * * ** 999.250 416.830 .095 416.925 1.00 1.75 .05 416.97 .04 .10 6.00 .583 6.000 .00 0 .0 .102 .0029 .0061 .00 .13 1.00 .12 .014 .00 .00 BOX 1 999.352 416.830 .100 416.930 1.00 1.67 .04 416.97 .03 .10 6.00 .583 6.000 .00 0 .0 - - - - - - - - - - -1- - - - - - -1- -I- -I- -1- 1- .421 .0029 .0052 .00 .13 .93 .12 .014 .00 .00 BOX 1 I I 1 999.773 416.832 .105 416.936 1.00 1.59 .04 416.98 .03 .10 6.00 .583 6.000 .00 0 .0 - - - - - - - - - - -I- - - - - -1- -1- -1- -1- -1- I 1.035 .0029 .0044 .00 .14 .87 .12 .014 .00 .00 BOX 1 1 I ( 1 1000.808 416.835 .110 416.944 1.00 1.52 .04 416.98 .03 .10 6.00 .583 6.000 .00 0 .0 - - - - - - - - - - -1- - - - - -I- -1- -I- -1- -I- I 2.509 .0029 .0038 .01 .14 .81 .12 .014 .00 .00 BOX 1 I 1 1 1003.317 416.842 .115 416.957 1.00 1.45 .03 416.99 .03 .10 6.00 .583 6.000 .00 0 .0 - - - - - - - - - - -I- - - - - -1- -1- -I- -I- -1- 1- 2.052 .0029 .0035 .01 .14 .75 .12 .014 .00 .00 BOX 1 1005.369 416.848 .115 416.963 1.00 1.45 .03 417.00 .03 .10 6.00 .583 6.000 .00 0 .0 - - - - - - - - - - -1- - - - - -I- -1- -I- -1- -1- 1- HYDRAULIC JUMP 1 1 I I 1 1 1005.370 416.848 .076 416.924 1.00 2.20 .08 417.00 .00 .10 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 -1- .0101 .04 .08 ( 1.41 I I .014 I .00 -1- 00 � BOX 1009.730 416.861 .125 416.986 1.00 2.00 .06 417.05 .00 .12 4.00 1.000 4.000 .00 0 .0 - - - - - - - - - - -1- - - - - -1- -1- -I- -1- -1- 1- .159 .0031 .0058 .00 .12 1.00 .15 .014 .00 .00 BOX 1 1 1 1 1 1 1009.889 416.861 .131 416.992 1.00 1.91 .06 417.05 .00 .12 4.00 1.000 4.000 .00 0 .0 - - - - - - - - ' - - -1- - - - - -1- -I- -I- -1- -I- 1- .683 .0031 .0049 .00 .13 .93 .15 .014 .00 .00 BOX . 1 n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW ++++++ x+++ xx++++++++++++++++++ BY : E.I. x+++++++++++ x+++++ x++++++++++++++ x++++++ x+++++++ x+++++ xx++++ xx + + + + + + + +x + + + + + + +xx + + + +xxxxxxxx xxx +x +xx Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 1010.572 416.864 .137 417.001 1.00 1.82 .05 417.05 .00 .12 4.00 1.000 4.000 .00 0 .0 1.840 .0031 .0042 .01 .14 .87 .15 .014 .00 .00 BOX 1012.412 416.869 .144 417.013 1.00 1.74 .05 417.06 .00 .12 4.00 1.000 1 4.000 .00 1 0 .0 5.666 .0031 .0036 .02 .14 .81 .15 .014 .00 .00 BOX 1018.078 416.887 .151 417.038 1.00 1.66 .04 417.08 .00 .12 4.00 1.000 4.000 .00 0 .0 14.210 .0031 .0032 .05 .15 .75 .15 .014 .00 .00 BOX 1032.288 416.932 .154 417.086 1.00 1.62 .04 417.13 .00 .12 4.00 1.000 4.000 .00 0 .0 22.483 .0031 .0031 .07 .15 .73 .15 .014 .00 .00 BOX 1054.770 417.002 .154 417.156 1.00 1.62 .04 417.20 .00 .12 4.00 1.000 1 4.000 .00 1 0 .0 TRANS STR 0019 .0029 .01 .15 .73 .014 .00 .00 BOX 1058.000 417.008 .162 417.170 1.00 1.55 .04 417.21 .00 .12 4.00 1.500 4.000 .00 0 .0 16.877 .0031 .0029 .05 .16 .68 .16 .014 .00 .00 BOX 1074.877 417.060 .155 417.215 1.00 1.61 .04 417.25 .00 .12 4.00 1.500 4.000 .00 0 .0 96.123 .0031 .0030 .29 .16 .72 .16 .014 .00 .00 BOX 1171.000 417.353 .155 417.508 1.00 1.61 .04 417.55 .00 .12 4.00 1.500 1 4.000 .00 1 0 .0 TRANS STR 0038 .0032 .01 .16 .72 .014 .00 .00 BOX 1175.000 417.368 .152 417.520 1.00 1.65 .04 417.56 .00 .12 4.00 2.000 1 4.000 .00 1 0 .0 -I- 14.598 -I- .0030 -I- -I- -I- -I- -I- .0031 -I- .05 -I- .16 -I- .75 -I- .16 -I- .014 -I- .00 .00 1- BOX n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + ++ Invert Depth Water Q Vel Vel ( Energy I Super ICritical[Flow ToplHeight/ Base Wtj + + + INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1189.598 417.412 .156 417.568 1.00 1.60 .04 417.61 .00 .12 4.00 2.000 4.000 .00 0 .0 32.632 .0030 .0030 .10 .16 .72 .16 .014 .00 .00 BOX 1222.230 417.510 .156 417.666 1.00 1.60 .04 417.71 .00 .12 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 .202 417.712 1.00 .83 .01 417.72 .00 .10 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0004 .00 .20 .32 .014 .00 .00 BOX 1226.230 417.522 .200 417.722 1.00 .53 .00 417.73 .00 .07 9.50 5.500 9.500 .00 0 .0 0 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + Invert Depth Water Q ( Vel Vel I Energy I Super ICriticalIFlow + + + ToplHeight/ + + + + + + + + + + + + + + + + + Base Wtj + + + ++ + + + + INo + + ++ Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .198 417.028 3.00 2.53 .10 417.13 .08 .20 6.00 .583 6.000 .00 0 .0 .329 .0029 .0050 .00 .27 1.00 .24 .014 .00 .00 BOX 999.579 416.831 .208 417.039 3.00 2.41 .09 417.13 .07 .20 6.00 .583 6.000 .00 0 .0 1.357 .0029 .0046 .01 .28 .93 .24 .014 .00 .00 BOX 1000.937 416.835 .208 417.043 3.00 2.41 .09 417.13 .07 .20 6.00 .583 6.000 .00 0 .0 HYDRAULIC JUMP 1000.937 416.835 .178 417.013 3.00 2.80 .12 417.14 .09 .20 6.00 .583 6.000 .00 0 .0 .153 .0029 .0075 .00 .27 1.17 .24 .014 .00 .00 BOX 1001.090 416.835 .178 417.014 3.00 2.80 .12 417.14 .09 .20 6.00 .583 6.000 .00 0 .0 .752 .0029 .0081 .01 .27 1.17 .24 .014 .00 .00 BOX 1001.842 416.838 .170 417.008 3.00 2.94 .13 417.14 .10 .20 6.00 .583 6.000 .00 0 .0 .840 .0029 .0095 .01 .27 1.26 .24 .014 .00 .00 BOX 1002.682 416.840 .162 417.002 3.00 3.08 .15 417.15 .11 .20 6.00 .583 6.000 .00 0 .0 .885 .0029 .0111 .01 .28 1.35 .24 .014 .00 .00 BOX 1003.567 416.843 .155 416.997 3.00 3.24 .16 417.16 .13 .20 6.00 .583 6.000 .00 0 .0 .902 .0029 .0130 .01 .28 1.45 .24 .014 .00 .00 BOX 1004.469 416.845 .147 416.993 3.00 3.39 .18 417.17 .14 .20 6.00 .583 6.000 .00 0 .0 .901 .0029 .0152 .01 .29 1.56 .24 .014 .00 .00 BOX n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ++ + + + + ++ INo Wth Station I Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1005.370 416.848 .141 416.988 3.00 3.56 .20 417.19 .00 .20 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0108 .05 .14 1.67 .014 .00 .00 BOX 1009.730 416.861 .259 417.120 3.00 2.89 .13 417.25 .00 .26 4.00 1.000 4.000 .00 0 .0 .494 .0031 .0049 .00 .26 1.00 .31 .014 .00 .00 BOX 1010.224 416.863 .272 417.135 3.00 2.76 .12 417.25 .00 .26 4.00 1.000 4.000 .00 0 .0 2.371 .0031 .0042 .01 .27 .93 .31 .014 .00 .00 BOX 1012.595 416.870 .285 417.155 3.00 2.63 .11 417.26 .00 .26 4.00 1.000 4.000 .00 0 .0 8.522 .0031 .0036 .03 .29 .87 .31 .014 .00 .00 BOX 1021.118 416.897 .299 417.196 3.00 2.51 .10 417.29 .00 .26 4.00 1.000 4.000 .00 0 .0 23.631 .0031 .0032 .08 .30 .81 .31 .014 .00 .00 BOX 1044.748 416.971 .306 417.276 3.00 2.45 .09 417.37 .00 .26 4.00 1.000 4.000 .00 0 .0 10.022 .0031 .0031 .03 .31 .78 .31 .014 .00 .00 BOX 1054.770 417.002 .306 417.308 3.00 2.45 .09 417.40 .00 .26 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0030 .01 .31 .78 .014 .00 .00 BOX 1058.000 417.008 .316 417.324 3.00 2.37 .09 417.41 .00 .26 4.00 1.500 4.000 .00 0 .0 27.406 .0031 .0029 .08 .32 .74 .31 .014 .00 .00 BOX 1085.406 417.092 .308 417.400 3.00 2.43 .09 417.49 .00 .26 4.00 1.500 1 4.000 .00 1 0 .0 85.594 .0031 .0030 .26 .31 .77 .31 .014 .00 .00 BOX FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj (No Wth Station I Elev ( (FT) Elev (CFS) ( (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Ave) HF SSE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch 1171.000 417.353 .308 417.661 3.00 2.43 .09 417.75 .00 .26 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0031 .01 .31 .77 .014 .00 .00 BOX 1175.000 417.368 .303 417.672 3.00 2.47 .09 417.77 .01 .26 4.00 2.000 4.000 .00 0 .0 27.018 .0030 .0031 .08 .31 .79 .31 .014 .00 .00 BOX 1202.018 417.449 .310 417.759 3.00 2.42 .09 417.85 .01 .26 4.00 2.000 4.000 .00 0 .0 20.212 .0030 .0030 .06 .32 .77 .31 .014 .00 .00 BOX 1222.230 417.510 .310 417.820 3.00 2.42 .09 417.91 .00 .26 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 .414 417.924 3.00 1.21 .02 417.95 .00 .20 6.00 5.500 6.000 .00 0 .0 TRANS STR 0030 .0003 .00 .41 .33 .014 .00 .00 BOX 1226.230 417.522 .421 417.943 3.00 .75 .01 417.95 .00 .15 9.50 5.500 9.500 .00 0 .0 n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope ( I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .237 417.067 5.00 3.51 .19 417.26 .15 .28 6.00 .583 6.000 .00 0 .0 .495 .0029 .0085 .00 .38 1.27 .33 .014 .00 .00 BOX 999.745 416.831 .233 417.064 5.00 3.58 .20 417.26 .15 .28 6.00 .583 6.000 .00 0 .0 1.382 .0029 .0095 .01 .39 1.31 .33 .014 .00 .00 BOX 1001.128 416.836 .222 417.057 5.00 3.76 .22 417.28 .17 .28 6.00 .583 6.000 .00 0 .0 1.418 .0029 .0111 .02 .39 1.41 .33 .014 .00 .00 BOX 1002.546 416.840 .211 417.051 5.00 3.94 .24 417.29 .19 .28 6.00 .583 6.000 .00 0 .0 1.421 .0029 .0130 .02 .40 1.51 .33 .014 .00 .00 BOX 1003.967 416.844 .202 417.045 5.00 4.13 .27 417.31 .20 .28 6.00 .583 6.000 .00 0 .0 1.403 .0029 .0152 .02 .41 1.62 .33 .014 .00 .00 BOX 1005.370 416.848 .192 417.040 5.00 4.34 .29 417.33 .00 .28 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0107 .05 .19 1.74 .014 .00 .00 BOX 1009.730 416.861 .365 417.226 5.00 3.43 .18 417.41 .00 .36 4.00 1.000 4.000 .00 0 .0 .803 .0031 .0047 .00 .36 1.00 .42 .014 .00 .00 BOX 1010.533 416.863 .383 417.246 5.00 3.27 .17 417.41 .00 .36 4.00 1.000 4.000 .00 0 .0 4.086 .0031 .0040 .02 .38 .93 .42 .014 .00 .00 BOX 1014.619 416.876 .401 417.277 5.00 3.12 .15 417.43 .00 .36 4.00 1.000 4.000 .00 0 .0 17.914 .0031 .0035 .06 .40 .87 .42 .014 .00 .00 BOX D FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1032.534 416.932 .421 417.353 5.00 2.97 .14 417.49 .00 .36 4.00 1.000 4.000 .00 0 .0 22.236 .0031 .0032 .07 .42 .81 .42 .014 .00 .00 BOX 1054.770 417.002 .424 417.426 5.00 2.95 .14 417.56 .00 .36 4.00 1.000 4.000 .00 0 .0 TRANS STR .0019 .0030 .01 .42 .80 .014 .00 .00 BOX 1058.000 417.008 .436 417.444 5.00 2.87 .13 417.57 .00 .36 4.00 1.500 4.000 .00 0 .0 34.592 .0031 .0030 .10 .44 .77 .43 .014 .00 .00 BOX 1092.592 417.114 .427 417.541 5.00 2.93 .13 417.67 .00 .36 4.00 1.500 4.000 .00 0 .0 78.408 .0031 .0030 .24 .43 .79 .43 .014 .00 .00 BOX 1171.000 417.353 .427 417.780 5.00 2.93 .13 417.91 .00 .36 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0031 .01 .43 .79 .014 .00 .00 BOX 1175.000 417.368 .423 417.791 5.00 2.96 .14 417.93 .01 .36 4.00 2.000 4.000 .00 0 .0 37.377 .0030 .0031 .11 .44 .80 .43 .014 .00 .00 BOX 1212.377 417.480 .430 417.910 5.00 2.91 .13 418.04 .01 .36 4.00 2.000 4.000 .00 0 .0 9.853 .0030 .0030 .03 .44 .78 .43 .014 .00 .00 BOX 1222.230 417.510 .430 417.940 5.00 2.91 .13 418.07 .00 .36 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 .581 418.091 5.00 1.44 .03 418.12 .00 .28 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0003 .00 .58 .33 .014 .00 .00 BOX n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth ( Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 .595 418.117 5.00 .88 .01 418.13 .00 .20 9.50 5.500 9.500 .00 0 .0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super (CriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .277 417.107 7.00 4.21 .28 417.38 .21 .35 6.00 .583 6.000 .00 0 .0 .443 .0029 .0100 .00 .49 1.41 .40 .014 .00 .00 BOX 999.693 I 416.831 .273 417.105 7.00 4.27 .28 I 417.39 I .22 .35 I 6.00 I .583 I • 1 6.000 .00 1 0 .0 1.911 .0029 .0111 .02 .49 1.44 .40 .014 .00 .00 BOX 1001.604 416.837 .261 417.097 7.00 4.48 .31 417.41 .24 .35 6.00 .583 1 6.000 .00 1 0 .0 1.900 .0029 .0129 .02 .50 1.55 .40 .014 .00 .00 BOX 1003.504 416.842 .248 417.091 7.00 4.70 .34 417.43 .26 .35 6.00 .583 6.000 .00 0 .0 1.866 .0029 .0151 .03 .51 1.66 .40 .014 .00 .00 BOX 1005.370 416.848 .237 417.085 7.00 4.93 .38 417.46 .00 .35 6.00 .583 1 6.000 .00 1 0 .0 TRANS STR 0030 .0106 .05 .24 1.78 .014 .00 .00 BOX 1009.730 416.861 .456 417.317 7.00 3.83 .23 417.55 .00 .46 4.00 1.000 4.000 .00 1 0 .0 1.073 .0031 .0046 .00 .46 1.00 .53 .014 .00 .00 BOX 1010.803 416.864 .479 417.343 7.00 3.66 .21 417.55 .00 .46 4.00 1.000 4.000 .00 0 .0 5.627 .0031 .0039 .02 .48 .93 .53 .014 .00 .00 BOX 1016.430 416.882 .502 417.384 7.00 3.49 .19 417.57 .00 .46 4.00 1.000 4.000 .00 0 .0 27.746 .0031 .0034 .09 .50 .87 .53 .014 .00 .00 BOX 1044.176 416.969 .527 417.495 7.00 3.32 .17 417.67 .00 .46 4.00 1.000 4.000 .00 0 .0 10.594 .0031 .0031 .03 .53 .81 .53 .014 .00 .00 BOX AM k,Y 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch 1054.770 I I 417.002 .527 I I 417.529 I 7.00 3.32 .17 I I 417.70 .00 I .46 I 4.00 I 1.000 I I 4.000 .00 I 0 .0 -I- TRANS STR -I- 0019 -I- -I- -I- -i- -I- .0030 -I- .01 -I- .53 -I- .81 -I- -I- .014 -I- .00 .00 i- BOX 1058.000 I I 417.008 .539 I I 417.547 I 7.00 3.24 .16 I I 417.71 .00 I .46 I 4.00 i 1.500 i I 4.000 .00 I 0 .0 -I- 40.499 -i- .0031 -I- -I- -I- -I- -I- .0030 -I- .12 -I- .54 -I- .78 -I- .53 -I- .014 -I- .00 .00 1- BOX 1098.499 I I 417.132 .532 I I 417.663 I 7.00 3.29 .17 I I 417.83 .00 I .46 I 4.00 I 1.500 I I 4.000 .00 I 0 .0 -I- 72.501 -I- .0031 -I- -I- -i- -I- -I- .0030 -I- .22 -I- .53 -I- .80 -I- .53 -I- .014 -I- .00 .00 1- BOX 1171.000 I I 417.353 .532 I I 417.885 I 7.00 3.29 .17 I I 418.05 .00 I .46 I 4.00 I 1.500 I I 4.000 .00 I 0 .0 TRANS STR .0038 .0031 .01 .53 .80 .014 .00 .00 I_ BOX 1175.000 I I 417.368 .527 I I 417.895 I 7.00 3.32 .17 I I 418.07 .02 i .46 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 46.392 .0030 .0031 .14 .54 .81 .53 .014 .00 .00 I_ BOX 1221.392 I I 417.507 .535 I I 418.042 I 7.00 3.27 .17 i I 418.21 .02 i .46 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 .838 .0030 .0030 .00 .55 .79 .53 .014 .00 .00 I_ BOX 1222.230 I I 417.510 .535 I I 418.045 I 7.00 3.27 .17 I I 418.21 .00 I .46 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 WALL ENTRANCE I_ 1222.230 I I 417.510 .725 I I 418.235 I 7.00 1.61 .04 I I 418.27 .00 I .35 I 6.00 I 5.500 I I 6.000 .00 I 0 .0 TRANS STR 0030 .0003 .00 .72 .33 .014 .00 .00 BOX 1226.230 _I_ I I 417.522 _i_ .745 _I_ I I 418.267 _I_ I 7.00 _I_ .99 _I_ .02 _I_ i I 418.28 _I_ .00 _I_ I .26 _I_ I 9.50 _I_ I 5.500 _I_ I I 9.500 _I_ .00 I 0 .0 I_ FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ + + +++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj + INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .316 417.146 9.00 4.75 .35 417.50 .58 .41 6.00 .583 6.000 .00 0 .0 1.460 .0029 .0112 .02 .58 1.49 .47 .014 .00 .00 BOX 1000.710 416.834 .306 417.141 9.00 4.90 .37 417.51 .58 .41 6.00 .583 6.000 .00 0 .0 2.354 .0029 .0127 .03 .58 1.56 .47 .014 .00 .00 BOX 1003.064 416.841 .292 417.133 9.00 5.14 .41 417.54 .58 .41 6.00 .583 6.000 .00 0 .0 2.306 .0029 .0148 .03 .58 1.67 .47 .014 .00 .00 BOX 1005.370 416.848 .278 417.126 9.00 5.39 .45 417.58 .00 .41 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0104 .05 .28 1.80 .014 .00 .00 BOX 1009.730 416.861 .540 417.401 9.00 4.17 .27 417.67 .00 .54 4.00 1.000 4.000 .00 0 .0 1.320 .0031 .0045 .01 .54 1.00 .62 .014 .00 .00 BOX 1011.050 416.865 .566 417.431 9.00 3.97 .25 417.68 .00 .54 4.00 1.000 4.000 .00 0 .0 6.975 .0031 .0039 .03 .57 .93 .62 .014 .00 .00 BOX 1018.025 416.887 .594 417.481 9.00 3.79 .22 417.70 .00 .54 4.00 1.000 4.000 .00 0 .0 36.745 .0031 .0036 .13 .59 .87 .62 .014 .00 .00 BOX 1054.770 417.002 .594 417.596 9.00 3.79 .22 417.82 .00 .54 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0034 .01 .59 .87 .014 .00 .00 BOX 1058.000 417.008 .618 417.626 9.00 3.64 .21 417.83 .00 .54 4.00 1.500 4.000 .00 0 .0 51.263 .0031 .0031 .16 .62 .82 .63 .014 .00 .00 BOX FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:56 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW xxxxx++ x+ x++ xxxxxxxxxxxxxx+ xx++++ BY : E.I. xxxxxxxxxxxxxxx+ xxxx++ xx+++++ xxxxxxxx+++++ xxxxx+ x+ x+ xxx+ x+ x + + xx + + + + + xx +xxxx + +xx +xxx + + +x ++ + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj + + INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem + xxx+ xxx+ ICh Slope I I+ x+ x+ xxxxlxxxx+++ I xlx+ x+++ x++ I xxxxx+ xlxxxxxxx' SF Avel xxxxxx+ Ixxx+ HF ISE xx+ xxlx+ DpthlFroude xxxx+ NINorm Ixx+++ x++ Dp � +x + + +x + +I I "N" +xxx + + +I I X -Fall + + +x + + +I ZR + + +xx IType Ch I + + + + + ++ 1109.263 417.165 .628 417.792 9.00 3.58 .20 417.99 .00 .54 4.00 1.500 4.000 .00 0 .0 61.737 .0031 .0030 .19 .63 .80 .63 .014 .00 .00 BOX 1171.000 417.353 .628 417.981 9.00 3.58 .20 418.18 .00 .54 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0031 .01 .63 .80 .014 .00 .00 BOX 1175.000 417.368 .623 417.991 9.00 3.61 .20 418.19 .02 .54 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0031 .14 .64 .81 .63 .014 .00 .00 BOX 1222.230 417.510 .631 418.141 9.00 3.57 .20 418.34 .00 .54 4.00 2.000 1 4.000 .00 1 0 .0 WALL ENTRANCE 1222.230 417.510 .857 418.367 9.00 1.75 .05 418.41 .00 .41 6.00 5.500 6.000 .00 0 .0 TRANS STR 0030 .0003 .00 .86 .33 .014 .00 .00 BOX 1226.230 417.522 .884 418.406 9.00 1.07 .02 418.42 .00 .30 9.50 5.500 9.500 .00 0 .0 T, FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.Z. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem (Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .351 417.181 11.00 5.22 .42 417.60 .58 .47 6.00 .583 6.000 .00 0 .0 .617 .0029 .0115 .01 .58 1.55 .54 .014 .00 .00 BOX 999.867 416.832 .348 417.180 11.00 5.27 .43 417.61 .58 .47 6.00 .583 6.000 .00 0 .0 2.782 .0029 .0126 .04 .58 1.58 .54 .014 .00 .00 BOX 1002.649 416.840 .332 417.172 11.00 5.53 .47 417.65 .58 .47 6.00 .583 6.000 .00 0 .0 2.721 .0029 .0147 .04 .58 1.69 .54 .014 .00 .00 BOX 1005.370 416.848 .316 417.164 11.00 5.80 .52 417.69 .00 .47 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0103 .05 .32 1.82 .014 .00 .00 BOX 1009.730 416.861 .617 417.478 11.00 4.46 .31 417.79 .00 .62 4.00 1.000 1 4.000 .00 1 0 .0 1.534 .0031 .0045 .01 .62 1.00 .71 .014 .00 .00 BOX 1011.264 I 416.866 I .647 I 417.513 11.00 I 4.25 .28 I I 417.79 I .00 .62 I 4.00 I 1.000 I 1 4.000 .00 1 0 .0 8.090 .0031 .0039 .03 .65 .93 .71 .014 .00 .00 BOX 1019.354 416.891 .679 417.570 11.00 4.05 .25 417.82 .00 .62 4.00 1.000 4.000 .00 0 .0 35.416 .0031 .0034 .12 .68 .87 .71 .014 .00 .00 BOX 1054.770 417.002 .709 417.711 11.00 3.88 .23 417.94 .00 .62 4.00 1.000 4.000 .00 0 .0 TRANS STR .0019 .0031 .01 .71 .81 .014 .00 .00 BOX 1058.000 417.008 .723 417.731 11.00 3.80 .22 417.96 .00 .62 4.00 1.500 4.000 .00 0 .0 48.818 .0031 .0030 .15 .72 .79 .72 .014 .00 .00 BOX 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++ x++++++++++++ xx+ xxx++++++++++++++++ + + + + + + + + +x +xxxxx +xx + + + + + + + + + + +x Invert Depth Water Q Vel Vel I Energy I Super +xxxx + + + + +xtxxx ICriticallFlow ToplHeight/ Base Wtj +x xxxxxxxx INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem + ++ xxxx+ xl+ ICh Slope I xxxxxx++ I++++++++ I I I+++++++++ I+++++ I xxx+ Ix++ x++ xlx++++++ SF Avel HF ISE DpthIFroude I++++++++ xl+ x+++++ NINorm I++++++++ Ixx Dp +xxx +xl I "N" + + + + + + +Ixxxxxxxlxxxx+ I X -Fall ZR IType Ch Ixxxxxxx 1106.818 417.157 .718 417.875 11.00 3.83 .23 418.10 .00 .62 4.00 1.500 4.000 .00 0 .0 64.182 .0031 .0030 .20 .72 .80 .72 .014 .00 .00 BOX 1171.000 417.353 .718 418.071 11.00 3.83 .23 418.30 .00 .62 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0031 .01 .72 .80 .014 .00 .00 BOX 1175.000 417.368 .713 418.081 11.00 3.86 .23 418.31 .02 .62 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0031 .14 .74 .80 .72 .014 .00 .00 BOX 1222.230 417.510 .721 418.231 11.00 3.81 .23 418.46 .00 .62 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 .979 418.489 11.00 1.87 .05 418.54 .00 .47 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0003 .00 .98 .33 .014 .00 .00 BOX 1226.230 417.522 1.012 418.534 11.00 1.14 .02 418.55 .00 .35 9.50 5.500 9.500 .00 0 .0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW + + + + x +x+ xxx BY : E.I. + + ++ xxx +xxxxxx +x +x + + + +xx ++ xxx + + + + +x+ xxx + +x +xxxx xxxxx+ Invert Depth Water Q Vel + + + +x +x Vel + + + ++ xxx+ I Energy I x+ x+ Super ICriticalIFloW x +x + +x +x + + + +xxxxxxxx ToplHeight/ +xx + + + + +xx+ +xxxxx+ Base Wtj xxxxxxxx INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem +++ xx+++ xlx+++ ICh Slope I xx+ xxlx+ x++++ x lx+++ I I xx++ xlx++++ I x+++ I+++ xx+ xlxx++ SF Avel xx+ HF ISE �+ xxxxxxxxlxxx DpthlFroude + xxxl NINorm + + + + + xx +I Dp + + + + +x +xl I "N" +xxx +xxl ( X -Fall + + + xx + xlx ZR + xxx IType I xx + + Ch + xx 999.250 416.830 .386 417.216 13.00 5.61 .49 417.71 .58 .53 6.00 .583 6.000 .00 0 .0 3.002 .0029 .0126 .04 .58 1.59 .58 .014 .00 .00 BOX 1002.252 416.839 .369 417.208 13.00 5.87 .54 417.74 .58 .53 6.00 .583 6.000 .00 0 .0 3.118 .0029 .0146 .05 .58 1.70 .58 .014 .00 .00 BOX 1005.370 416.848 .352 417.200 13.00 6.16 .59 417.79 .00 .53 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0103 .04 .35 1.83 .014 .00 .00 BOX 1009.730 416.861 .690 417.551 13.00 4.71 .34 417.90 .00 .69 4.00 1.000 4.000 .00 0 .0 1.704 .0031 .0045 .01 .69 1.00 .80 .014 .00 .00 BOX 1011.434 416.866 .723 417.590 13.00 4.49 .31 417.90 .00 .69 4.00 1.000 4.000 .00 0 .0 8.947 .0031 .0039 .03 .72 .93 .80 .014 .00 .00 BOX 1020.381 416.894 .759 417.653 13.00 4.28 .29 417.94 .00 .69 4.00 1.000 4.000 .00 0 .0 34.389 .0031 .0032 .11 .76 .87 .80 .014 .00 .00 BOX 1054.770 417.002 .791 417.793 13.00 4.11 .26 418.06 .00 .69 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0031 .01 .79 .81 .014 .00 .00 BOX 1058.000 417.008 .806 417.814 13.00 4.03 .25 418.07 .00 .69 4.00 1.500 4.000 .00 0 .0 45.100 .0031 .0030 .14 .81 .79 .80 .014 .00 .00 BOX 1103.100 417.146 .803 417.949 13.00 4.05 .25 418.20 .00 .69 4.00 1.500 4.000 .00 0 .0 67.900 .0031 .0030 .21 .80 .80 .80 .014 .00 .00 BOX AML n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q ( Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head ( Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I ( I SF Avel HF (SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1171.000 417.353 .803 418.156 13.00 4.05 .25 418.41 .00 .69 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0031 .01 .80 .80 .014 .00 .00 BOX 1175.000 417.368 .799 418.167 13.00 4.07 .26 418.42 .03 .69 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0031 .14 .82 .80 .81 .014 .00 .00 BOX 1222.230 417.510 .806 418.316 13.00 4.03 .25 418.57 .00 .69 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 1.094 418.604 13.00 1.98 .06 418.67 .00 .53 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0003 .00 1.09 .33 .014 .00 .00 BOX 1226.230 417.522 1.131 418.653 13.00 1.21 .02 418.68 .00 .39 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q Vel Vel I Energy I Super (CriticaljFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch 999.250 416.830 .420 417.250 15.00 5.96 .55 417.80 .58 .58 6.00 .583 6.000 .00 0 .0 2.616 .0029 .0126 .03 .58 1.62 .58 .014 .00 .00 BOX 1001.866 416.838 .405 417.243 15.00 6.17 .59 417.83 .58 .58 6.00 .583 6.000 .00 0 .0 3.504 .0029 .0144 .05 .58 1.71 .58 .014 .00 .00 BOX 1005.370 416.848 .386 417.234 15.00 6.47 .65 417.88 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0102 .04 .39 1.83 .014 .00 .00 BOX 1009.730 416.861 .759 417.620 15.00 4.94 .38 418.00 .00 .76 4.00 1.000 4.000 .00 0 .0 1.867 .0031 .0042 .01 .76 1.00 .88 .014 .00 .00 BOX 1011.597 416.867 .796 I 417.663 15.00 4.71 .34 418.01 .00 .76 4.00 1.000 4.000 .00 0 .0 9.682 .0031 .0036 .04 .80 .93 .88 .014 .00 .00 BOX 1021.280 416.897 .835 417.732 15.00 4.49 .31 418.05 .00 .76 4.00 1.000 4.000 .00 0 .0 33.490 .0031 .0032 .11 .83 .87 .88 .014 .00 .00 BOX 1054.770 417.002 .869 417.871 15.00 4.31 .29 418.16 .00 .76 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0031 .01 .87 .82 .014 .00 .00 BOX 1058.000 417.008 .885 417.893 15.00 4.24 .28 418.17 .00 .76 4.00 1.500 4.000 .00 0 .0 67.711 .0031 .0030 .21 .88 .79 .89 .014 .00 .00 BOX 1125.711 417.215 .885 418.100 15.00 4.24 .28 418.38 .00 .76 4.00 1.500 4.000 .00 0 .0 45.289 .0031 .0030 .14 .89 .79 .89 .014 .00 .00 BOX FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight /IBase Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1171.000 417.353 .885 418.238 15.00 4.24 .28 418.52 .00 .76 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0031 .01 .89 .79 .014 .00 .00 BOX I 1175.000 417.368 I .881 I I 418.249 I 15.00 4.26 I .28 I 418.53 .03 I I .76 4.00 I I 2.000 I 4.000 .00 I 0 .0 47.230 .0030 .0031 .14 .91 .80 .89 .014 .00 .00 I_ BOX I 1222.230 417.510 I .888 I I 418.398 I 15.00 4.22 I .28 i 418.67 .00 I I .76 4.00 I I 2.000 I 4.000 .00 I 0 .0 WALL ENTRANCE I_ I 1222.230 417.510 I 1.204 I I 418.714 I 15.00 2.08 I .07 I 418.78 .00 I I .58 6.00 I I 5.500 I 6.000 .00 I 0 .0 TRANS STR 0030 .0003 .00 1.20 .33 .014 .00 .00 BOX I 1226.230 _I_ 417.522 _I_ I 1.246 _I_ I I 418.768 _I_ I 15.00 _I_ 1.27 _I_ I .02 _I_ I 418.79 _I_ .00 _I_ I .43 _I_ I 9.50 _I_ I I 5.500 _I_ I 9.500 _I_ .00 I 0 I_ .0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++ xx+++++++++++++++ xx++++++++++++++++ BY : E.I. x++++++++ x++ x+++ x+++++ i Invert Depth water I 4 Vel x+ Vel x++++++++++++ I Energy I Super xx+ x++++ + + +x +xx +x + + + + + + + + +xxx ICriticallFlow ToplHeight /1Base +x +xx Wti + + +xx xxxxxx +x INo Wth Station I Elev i (FT) E (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave1 HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 999.250 416.830 .452 417.282 17.00 6.27 .61 417.89 .58 .58 6.00 .583 6.000 .00 0 .0 2.247 .0029 .0127 .03 .58 1.64 .58 .014 .00 .00 BOX 1001.497 I I 416.837 I .440 I 417.276 I 17.00 6.44 .64 I 417.92 .58 I .58 I 6.00 I I .583 • 1 6.000 .00 1 0 .0 3.873 .0029 I .0143 .06 .58 1.71 .58 .014 .00 .00 BOX 1005.370 I 416.848 I .419 I 417.267 I 17.00 6.76 .71 I 417.98 I .00 I .58 I 6.00 I I .583 1 6.000 .00 1 0 .0 TRANS STR 0030 .0101 .04 .42 1.84 .014 .00 .00 BOX 1009.730 I 416.861 I .825 I 417.686 I 17.00 5.15 .41 I 418.10 I .00 I .82 I 4.00 I I 1.000 I 4.000 .00 i 0 .0 1.986 .0031 I .0042 .01 .82 1.00 .96 .014 .00 .00 BOX 1011.716 I 416.867 I .865 I 417.732 I 17.00 4.91 .37 I 418.11 I .00 I I .82 4.00 I I 1.000 I 4.000 .00 I 0 .0 10.205 .0031 I .0037 .04 .86 .93 .96 .014 .00 .00 I_ BOX 1021.922 I 416.899 I .907 I 417.806 I 17.00 4.69 .34 I 418.15 I .00 I .82 I 4.00 I I 1.000 I 4.000 .00 I 0 .0 32.848 .0031 .0033 .11 .91 .87 .96 .014 .00 .00 I_ BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- 1054.770 -I- I I 417.002 -I- I .944 -I_ I 417.946 I 17.00 4.50 .31 I 418.26 I .00 I .82 I 4.00 I I 1.000 1 4.000 .00 1 0 .0 TRANS STR .0019 -I- -I- -I- -I_ .0032 -I- .01 -I- .94 -I- .82 -I- -I- .014 -I- .00 .00 (- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- . FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.) ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1058.000 417.008 .960 417.968 17.00 4.43 .30 418.27 .00 .82 4.00 1.500 4.000 .00 0 .0 109.461 .0031 .0031 .34 .96 .80 .96 .014 .00 .00 BOX 1167.461 417.342 .965 418.307 17.00 4.40 .30 418.61 .00 .82 4.00 1.500 4.000 .00 0 .0 3.539 .0031 .0030 .01 .96 .79 .96 .014 .00 .00 BOX 1171.000 417.353 .965 418.318 17.00 4.40 .30 418.62 .00 .82 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0031 .01 .96 .79 .014 .00 .00 BOX 1175.000 417.368 .960 418.328 17.00 4.43 .30 418.63 .03 .82 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0031 .14 .99 .80 .97 .014 .00 .00 BOX 1222.230 417.510 .967 418.477 17.00 4.39 .30 418.78 .00 .82 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 1.310 418.820 17.00 2.16 .07 418.89 .00 .63 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0003 .00 1.31 .33 .014 .00 .00 BOX 1226.230 417.522 1.357 418.879 17.00 1.32 .03 418.91 .00 .46 9.50 5.500 9.500 .00 0 .0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert Depth Water Q ( Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .482 417.312 19.00 6.57 .67 417.98 .58 .58 6.00 .583 6.000 .00 0 .0 1.895 .0029 .0128 .02 .58 1.67 .58 .014 .00 .00 BOX 1001.145 416.836 .472 417.307 19.00 6.71 .70 418.01 .58 .58 6.00 .583 6.000 .00 0 .0 4.225 .0029 .0143 .06 .58 1.72 .58 .014 .00 .00 BOX 1005.370 416.848 .450 417.298 19.00 7.04 .77 418.07 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0101 .04 .45 1.85 .014 .00 .00 BOX 1009.730 416.861 .888 417.749 19.00 5.35 .44 418.19 .00 .89 4.00 1.000 4.000 .00 0 .0 2.106 .0031 .0042 .01 .89 1.00 1.00 .014 .00 .00 BOX 1011.836 416.868 .931 417.799 19.00 5.10 .40 418.20 .00 .89 4.00 1.000 4.000 .00 0 .0 10.664 .0031 .0037 .04 .93 .93 1.00 .014 .00 .00 BOX - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1022.501 416.901 .977 417.878 19.00 4.86 .37 418.24 .00 .89 4.00 ( 1.000 1 4.000 .00 1 0 .0 15.066 .0031 .0034 .05 .98 .87 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1037.566 416.948 1.000 417.948 19.00 4.75 .35 418.30 .00 .89 4.00 I 1.000 1 4.000 .00 1 0 .0 17.204 .0031 .0068 .12 1.00 .84 1.00 .014 .00 .00 BOX n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:50:12 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super + + + + + + + + + + + + + + + + + ICriticalIFlow ToplHeight/ + + + + + + + + + + Base Wtj + + ++ + + + + + + ++ ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1054.770 417.002 1.063 418.065 19.00 4.75 .35 418.42 .00 .89 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0045 .01 1.06 .84 .014 .00 .00 BOX 1058.000 417.008 1.181 418.189 19.00 4.02 .25 418.44 .00 .89 4.00 1.500 4.000 .00 0 .0 39.113 .0031 .0021 .08 1.18 .65 1.04 .014 .00 .00 BOX 1097.113 417.127 1.126 418.254 19.00 4.22 .28 418.53 .00 .89 4.00 1.500 4.000 .00 0 .0 57.677 .0031 .0026 .15 1.13 .70 1.04 .014 .00 .00 BOX 1154.790 417.303 1.074 418.377 19.00 4.42 .30 418.68 .00 .89 4.00 1.500 4.000 .00 0 .0 16.210 .0031 .0028 .05 1.07 .75 1.04 .014 .00 .00 BOX 1171.000 417.353 1.066 418.419 19.00 4.46 .31 418.73 .00 .89 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0029 .01 1.07 .76 .014 .00 .00 BOX 1175.000 417.368 1.059 418.427 19.00 4.48 .31 418.74 .03 .89 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0029 .14 1.09 .77 1.05 .014 .00 .00 BOX 1222.230 417.510 1.052 418.562 19.00 4.52 .32 418.88 .00 .89 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 1.414 418.924 19.00 2.24 .08 419.00 .00 .68 6.00 5.500 6.000 .00 0 .0 TRANS STR 0030 .0003 .00 1.41 .33 .014 .00 .00 BOX 1226.230 417.522 1.465 418.987 19.00 1.37 .03 419.02 .00 .50 9.50 5.500 9.500 .00 0 .0 �7 n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 8 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X - Fall ZR I Type Ch 999.250 416.830 .513 417.343 21.00 6.83 .72 418.07 .58 .58 6.00 .583 6.000 .00 0 .0 1.547 .0029 .0128 .02 .58 1.68 .58 .014 .00 .00 BOX 1000.797 416.835 .504 417.339 21.00 6.95 .75 418.09 .58 .58 6.00 .583 6.000 .00 0 .0 4.573 .0029 .0142 .06 .58 1.72 .58 .014 .00 .00 BOX 1005.370 416.848 .480 417.328 21.00 7.28 .82 418.15 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0101 .04 .48 1.85 .014 .00 .00 BOX 1009.730 416.861 .950 417.811 21.00 5.53 .47 418.29 .00 .95 4.00 1.000 4.000 .00 0 .0 2.238 .0031 .0042 .01 .95 1.00 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1011.968 416.868 .996 417.864 21.00 5.27 .43 418.30 .00 .95 4.00 I 1.000 1 4.000 .00 1 0 .0 -I- .512 -I- .0031 -I- -I- -I- -I- -I- .0042 .00 -I- -I- 1.00 -I- .93 -I- 1.00 -I- .014 -I- .00 .00 1- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1012.480 416.870 1.000 417.870 21.00 5.25 .43 418.30 .00 .95 4.00 I 1.000 1 4.000 .00 1 0 .0 42.290 .0031 .0083 .35 1.00 .93 1.00 .014 .00 .00 BOX 1054.770 417.002 1.219 418.221 21.00 5.25 .43 418.65 .00 .95 4.00 I 1.000 1 4.000 .00 1 0 .0 TRANS STR .0019 .0014 .00 1.22 .93 .014 .00 .00 BOX FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 8 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1058.000 I I 417.008 1.487 I I 418.495 I 21.00 3.53 .19 I 418.69 I .00 I .95 I 4.00 I I 1.500 I 4.000 .00 I 0 .0 31.380 .0031 .0014 .04 1.49 .51 1.12 .014 .00 .00 I_ BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- 1089.380 I I 417.104 1.417 I I 418.521 I 21.00 3.70 .21 I 418.73 I .00 I .95 I 4.00 i I 1.500 . I 4.000 .00 I 0 .0 -I- 32.366 -I- .0031 -I- -I- -I- -I- -I- .0016 -I- .05 -I- 1.42 _I- .55 -I- 1.12 -I- .014 -I- .00 .00 1- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1121.747 I I 417.203 1.352 I I 418.554 I 21.00 3.88 .23 I 418.79 I .00 I .95 I 4.00 I I 1.500 I 4.000 .00 I 0 .0 _I_ 34.573 _I_ .0031 _I_ _I_ _I_ _I_ _I_ .0018 _I_ .06 _I_ 1.35 _I_ .59 _I_ 1.12 _I_ .014 _I_ .00 .00 1- BOX ----------- --- - - - - -- WARNING - Flow depth near top of box conduit -------- - - - - -- 1156.319 I I 417.308 1.289 I I 418.597 I 21.00 4.07 .26 I 418.85 I .00 I .95 I 4.00 I I 1.500 I 4.000 .00 I 0 .0 14.681 .0031 .0020 .03 1.29 .63 1.12 .014 .00 .00 I_ BOX 1171.000 I I 417.353 1.265 I I 418.618 I 21.00 4.15 .27 I 418.89 I .00 I .95 I 4.00 I I 1.500 I 4.000 .00 I 0 .0 TRANS STR 0038 I .0022 .01 1.26 .65 .014 .00 .00 I_ BOX 1175.000 I 417.368 1.256 I I 418.624 I 21.00 4.18 .27 I 418.90 I .03 I .95 I 4.00 I i 2.000 I 4.000 .00 I 0 .0 47.230 .0030 .0023 .11 1.28 .66 1.12 .014 .00 .00 I_ BOX n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 8 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.Z. + + + + + + + + + + + + + + + + + + + + + ++ + Invert Depth Water Q Vel Vel I Energy I Super + + + + + + + (CriticaliFlow ToplHeight/ Base Wtj + + + + + + ++ INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1222.230 417.510 1.198 418.708 21.00 4.38 .30 419.01 .00 .95 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 1.540 419.050 21.00 2.27 .08 419.13 .00 .72 6.00 5.500 6.000 .00 0 .0 TRANS STR 0030 .0003 .00 1.54 .32 .014 .00 .00 BOX 1226.230 417.522 1.592 419.114 21.00 1.39 .03 419.14 .00 .53 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 8 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .540 417.370 23.00 7.09 .78 418.15 .58 .58 6.00 .583 6.000 .00 0 .0 1.217 .0029 .0129 .02 .58 1.70 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1000.467 416.834 .534 417.368 23.00 7.18 .80 418.17 .58 .58 6.00 .583 I 1 6.000 .00 1 0 .0 4.903 .0029 .0142 .07 .58 1.73 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1005.370 416.848 .509 417.357 23.00 7.53 .88 418.24 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0102 .04 .51 1.86 .014 .00 .00 BOX 1009.730 416.861 1.000 417.861 23.00 5.75 .51 418.37 .00 1.00 4.00 1.000 4.000 .00 0 .0 .000 .0031 .0050 .00 1.00 1.01 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1009.730 416.861 1.000 417.861 23.00 5.75 .51 418.37 .00 1.00 4.00 1.000 I 1 4.000 .00 1 0 .0 45.040 .0031 .0100 .45 1.00 1.01 1.00 .014 .00 .00 BOX 1054.770 417.002 1.307 418.309 23.00 5.75 .51 418.82 .00 1.00 4.00 1.000 I 1 4.000 .00 1 0 .0 TRANS STR .0019 .0029 .01 1.31 1.01 .014 .00 .00 BOX 0 0 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 8 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super + + + + + + + + + ICriticallFlow ToplHeight/ + + + + + + + + + + + + + + + + + Base Wtj + + + ++ + + + + + + ++ INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem (Ch Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1058.000 417.008 1.636 418.644 23.00 3.83 .23 418.87 .00 1.01 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0029 .33 1.64 .55 1.19 .014 .00 .00 BOX 1171.000 417.353 1.622 418.975 23.00 3.83 .23 419.20 .00 1.01 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0012 .00 1.62 .55 .014 .00 .00 BOX 1175.000 417.368 1.662 419.030 23.00 3.46 .19 419.22 .02 1.01 4.00 2.000 4.000 .00 0 .0 34.292 .0030 .0012 .04 1.68 .47 1.20 .014 .00 .00 BOX 1209.292 417.471 1.585 419.056 23.00 3.63 .20 419.26 .02 1.01 4.00 2.000 4.000 .00 0 .0 12.938 .0030 .0014 .02 1.60 .51 1.20 .014 .00 .00 BOX 1222.230 417.510 1.557 419.067 23.00 3.69 .21 419.28 .00 1.01 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 1.799 419.309 23.00 2.13 .07 419.38 .00 .77 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0002 .00 1.80 .28 .014 .00 .00 BOX 1226.230 417.522 1.843 419.365 23.00 1.31 .03 419.39 .00 .57 9.50 5.500 9.500 .00 0 .0 FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 9 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. ******************************************************************************************* * * ** * * * * * * * * * ** ** * * * ** * ** *• * * ** *** *** *• Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1* * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1* * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 999.250 416.830 .563 417.393 25.00 7.41 .85 418.24 .58 .58 6.00 .583 6.000 .00 0 .0 - - - I - - - - - - I - - - - - - .927 .0029 .0134 .01 .58 1.74 .58 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit 1 1000.177 416.833 .558 417.391 25.00 7.47 .87 418.26 .58 .58 6.00 .583 6.000 .00 0 .0 - I- -I- -I- I- -I- -I- -I- -I_ -I- -I- -I- -I- -I- '- 5.193 .0029 .0146 .08 .58 1.76 .58 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit 1005.370 416.848 .532 417.380 25.00 7.83 .95 418.33 .00 .58 6.00 .583 6.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- TRANS STR .0030 .0108 .05 .53 1.89 .014 .00 .00 BOX WARNING - Flow depth near top of box conduit 1009.730 416.861 1.000 417.861 25.00 6.25 .61 418.47 .00 1.00 4.00 1.000 4.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- 45.040 .0031 .0118 .53 1.00 1.10 1.00 .014 .00 .00 BOX 1054.770 417.002 1.389 418.391 25.00 6.25 .61 419.00 .00 1.00 4.00 1.000 4.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- TRANS STR .0019 .0035 .01 1.39 1.10 .014 .00 .00 BOX 1058.000 417.008 1.778 418.786 25.00 4.17 .27 419.06 .00 1.07 4.00 1.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- '- 113.000 .0031 .0035 .39 1.78 .60 1.26 .014 .00 .00 BOX t") 0 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 9 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 1171.000 417.353 1.824 419.177 25.00 4.17 .27 419.45 .00 1.07 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0009 .00 1.82 .60 .014 .00 .00 BOX 1175.000 417.368 1.937 419.305 25.00 3.23 .16 419.47 .02 1.07 4.00 2.000 4.00'0 .00 0 .0 37.025 .0030 .0009 .03 1.95 .41 1.27 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1212.025 417.479 1.846 419.326 25.00 3.38 .18 419.50 .02 1.07 4.00 2.000 4.000 .00 0 .0 10.205 .0030 .0011 .01 1.86 .44 1.27 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1222.230 417.510 1.822 419.332 25.00 3.43 .18 419.51 .00 1.07 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1222.230 417.510 2.033 419.543 25.00 2.05 .07 419.61 .00 .81 6.00 5.500 I 1 6.000 .00 1 0 .0 TRANS STR 0030 .0002 .00 2.03 .25 .014 .00 .00 BOX 1226.230 417.522 2.072 419.594 25.00 1.27 .03 419.62 .00 .60 9.50 5.500 9.500 .00 0 .0 n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 9 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I ( I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 27.00 7.72 .93 418.34 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0310 .19 .58 1.78 .58 .014 .00 .00 BOX 1005.370 416.848 .885 417.733 27.00 7.72 .93 418.66 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0137 .06 .89 1.78 .014 .00 .00 BOX 1009.730 416.861 1.242 418.103 27.00 6.75 .71 418.81 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0137 .62 1.24 1.19 1.00 .014 .00 .00 BOX 1054.770 417.002 1.719 418.721 27.00 6.75 .71 419.43 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0040 .01 1.72 1.19 .014 .00 .00 BOX 1058.000 417.008 2.174 419.182 27.00 4.50 .31 419.50 .00 1.12 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0040 .46 2.17 .65 1.33 .014 .00 .00 BOX 1171.000 417.353 2.285 419.638 27.00 4.50 .31 419.95 .00 1.12 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0017 .01 2.28 .65 .014 .00 .00 BOX 1175.000 417.368 2.432 419.800 27.00 3.38 .18 419.98 .00 1.12 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0017 .08 .00 .42 1.34 .014 .00 .00 BOX 1222.230 417.510 2.403 419.913 27.00 3.38 .18 420.09 .00 1.12 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 2.556 420.066 27.00 1.76 .05 420.11 .00 .86 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0001 .00 2.56 .19 .014 .00 .00 BOX n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:52: 9 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wt) INo Wth Station ( Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 3.003 420.525 29.00 1.02 .02 420.54 .00 .66 9.50 5.500 9.500 .00 0 .0 n n x FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFl0w ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope ( I I SF Aver HF (SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 31.00 8.86 1.22 418.63 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0408 .25 .58 2.05 .58 .014 .00 .00 BOX 1005.370 416.848 .987 417.835 31.00 8.86 1.22 419.05 .00 .58 6.00 .583 6.00.0 .00 0 .0 TRANS STR .0030 .0181 .08 .99 2.05 .014 .00 .00 BOX 1009.730 416.861 1.461 418.322 31.00 7.75 .93 419.25 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0181 .81 1.46 1.37 1.00 .014 .00 .00 BOX 1054.770 417.002 2.135 419.137 31.00 7.75 .93 420.07 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0053 .02 2.13 1.37 .014 .00 .00 BOX 1058.000 417.008 2.737 419.745 31.00 5.17 .41 420.16 .00 1.23 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0053 .60 2.74 .74 1.47 .014 .00 .00 BOX 1171.000 417.353 2.992 420.345 31.00 5.17 .41 420.76 .00 1.23 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0023 .01 2.99 .74 .014 .00 .00 BOX 1175.000 417.368 3.192 420.560 31.00 3.88 .23 420.79 .00 1.23 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0023 .11 .00 .48 1.48 .014 .00 .00 BOX 1222.230 417.510 3.198 420.708 31.00 3.88 .23 420.94 .00 1.23 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 3.436 420.946 31.00 1.50 .04 420.98 .00 .94 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0001 .00 3.44 .14 .014 .00 .00 BOX n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 3.452 420.974 31.00 .95 .01 420.99 .00 .69 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj jNo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 33.00 9.43 1.38 418.79 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0463 .28 .58 2.18 .58 .014 .00 .00 BOX 1005.370 416.848 1.043 417.891 33.00 9.43 1.38 419.27 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0205 .09 1.04 2.18 .014 .00 .00 BOX 1009.730 416.861 1.582 418.443 33.00 8.25 1.06 419.50 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0205 .92 1.58 1.45 1.00 .014 .00 .00 BOX 1054.770 417.002 2.365 419.367 33.00 8.25 1.06 420.42 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0060 .02 2.36 1.45 .014 .00 .00 BOX 1058.000 417.008 3.047 420.055 33.00 5.50 .47 420.53 .00 1.28 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0060 .68 3.05 .79 1.50 .014 .00 .00 BOX 1171.000 417.353 3.383 420.736 33.00 5.50 .47 421.21 .00 1.28 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0026 .01 3.38 .79 .014 .00 .00 BOX 1175.000 417.368 3.611 420.979 33.00 4.13 .26 421.24 .00 1.28 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0026 .12 .00 .51 1.55 .014 .00 .00 BOX 1222.230 417.510 3.637 421.147 33.00 4.13 .26 421.41 .00 1.28 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 3.918 421.428 33.00 1.40 .03 421.46 .00 .98 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0001 .00 3.92 .12 .014 .00 .00 BOX FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 3.930 421.452 33.00 .88 .01 421.46 .00 .72 9.50 5.500 9.500 .00 0 .0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D. ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 35.00 10.01 1.55 418.97 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0520 .32 .58 2.31 .58 .014 .00 .00 BOX 1005.370 416.848 1.103 417.951 35.00 10.01 1.55 419.51 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0231 .10 1.10 2.31 .014 .00 .00 BOX 1009.730 416.861 1.711 418.572 35.00 8.75 1.19 419.76 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0231 1.04 1.71 1.54 1.00 .014 .00 .00 BOX 1054.770 417.002 2.609 419.611 35.00 8.75 1.19 420.80 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0068 .02 2.61 1.54 .014 .00 .00 BOX 1058.000 417.008 3.377 420.385 35.00 5.83 .53 420.91 .00 1.33 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0068 .77 3.38 .84 1.50 .014 .00 .00 BOX 1171.000 417.353 3.798 421.151 35.00 5.83 .53 421.68 .00 1.33 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0029 .01 3.80 .84 .014 .00 .00 BOX 1175.000 417.368 4.057 421.425 35.00 4.38 .30 421.72 .00 1.33 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0029 .14 .00 .55 1.62 .014 .00 .00 BOX 1222.230 417.510 4.103 421.613 35.00 4.38 .30 421.91 .00 1.33 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 4.428 421.938 35.00 1.32 .03 421.96 .00 1.02 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0000 .00 4.43 .11 .014 .00 .00 BOX n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj (NO Wth Station I Elev (FT) ( Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 4.437 421.959 35.00 .83 .01 421.97 .00 .75 9.50 5.500 9.500 .00 0 .0 n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave) HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 37.00 10.58 1.74 419.15 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0581 .36 .58 2.44 .58 .014 .00 .00 BOX 1005.370 416.848 1.167 418.015 37.00 10.58 1.74 419.75 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0258 .11 1.17 2.44 .014 .00 .00 BOX 1009.730 416.861 1.847 418.708 37.00 9.25 1.33 420.04 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0258 1.16 1.85 1.63 1.00 .014 .00 .00 BOX 1054.770 417.002 2.867 419.869 37.00 9.25 1.33 421.20 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0076 .02 2.87 1.63 .014 .00 .00 BOX 1058.000 417.008 3.727 420.735 37.00 6.17 .59 421.33 .00 1.39 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0076 .86 3.73 .89 1.50 .014 .00 .00 BOX 1171.000 417.353 4.238 421.591 37.00 6.17 .59 422.18 .00 1.39 4.00 1.500 4.000 .00 0 .0 TRANS STR 0038 .0033 .01 4.24 .89 .014 .00 .00 BOX 1175.000 417.368 4.528 421.896 37.00 4.63 .33 422.23 .00 1.39 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0033 .15 .00 .58 1.69 .014 .00 .00 BOX 1222.230 417.510 4.597 422.107 37.00 4.63 .33 422.44 .00 1.39 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 4.968 422.478 37.00 1.24 .02 422.50 .00 1.06 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0000 .00 4.97 .10 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - -- -- n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel ( Energy I Super ICriticalIFloW TopIHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I ( SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 4.974 422.496 37.00 .78 .01 422.51 .00 .78 9.50 5.500 9.500 .00 0 .0 n n 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BY : E.I. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q ( Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF (SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583 417.413 39.00 11.15 1.93 419.34 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0646 .40 .58 2.57 .58 .014 .00 .00 BOX 1005.370 416.848 1.233 418.081 39.00 11.15 1.93 420.01 .00 .58 6.00 .583 1 6.000 .00 1 0 .0 TRANS STR 0030 .0286 .12 1.23 2.57 .014 .00 .00 BOX 1009.730 416.861 1.991 418.852 39.00 9.75 1.48 420.33 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0286 1.29 1.99 1.72 1.00 .014 .00 .00 BOX 1054.770 417.002 3.140 420.142 39.00 9.75 1.48 421.62 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0084 .03 3.14 1.72 .014 .00 .00 BOX 1058.000 417.008 4.096 421.104 39.00 6.50 .66 421.76 .00 1.43 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0084 .95 4.10 .94 1.50 .014 .00 .00 BOX 1171.000 417.353 4.701 422.054 39.00 6.50 .66 422.71 .00 1.43 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0036 .01 4.70 .94 .014 .00 .00 BOX 1175.000 417.368 5.026 422.394 39.00 4.88 .37 422.76 .00 1.43 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0036 .17 .00 .61 1.75 .014 .00 .00 BOX 1222.230 417.510 5.118 422.628 39.00 4.88 .37 423.00 .00 1.43 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 5.535 423.045 39.00 1.18 .02 423.07 .00 1.09 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0000 .00 5.54 .09 .014 .00 .00 BOX n f) FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++ xx+ x+++++ xx++++++++ xxx+++++++++ xxx+++ x+++ x+++ x+ x+++++++++++++++++++++ xxx+++++++++ xx+++++ + + + + + + + + + +x + +xxx +xx + +xxxxxxxxxx xxxxxxxx Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch + x xxlx++++ x++ xlx++++ x++ Ix xx++++++ I+++++++++ I++ x+ x+ xl++ x++++ I++++++++ xl++++++ xlx+ xxxxx+ I + + + + + + x +Ixxxx + + +Ixxxx +x +Ix +xxx Ixx +xxxx 1226.230 417.522 5.540 423.062 39.00 .74 .01 423.07 .00 .81 9.50 5.500 9.500 .00 0 .0 I t i l I n 0 FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev I Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip - - -- -- -- -- -1- -- -- -1- -1- -- -- -- - L/Elem Ch Slope SF Ave HF SE DpthIFroude NINosm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * * *I * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 1 999.250 416.830 .583 417.413 39.00 11.15 1.93 419.34 .58 .58 6.00 .583 6.000 .00 0 .0 - - -- -- -- -- -1- -- -- -I- -I- -- -- -- - 6.120 .0029 .0646 .40 .58 2.57 .58 .014 .00 .00 BOX 1005.370 416.848 1.233 418.081 39.00 11.15 1.93 420.01 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0286 .12 1.23 2.57 .014 .00 .00 BOX 1009.730 416.861 1.991 418.852 39.00 9.75 1.48 420.33 .00 1.00 4.00 1.000 4.000 .00 0 .0 - - - - - - - - - 1 - - - - - - I - -1- - - - - - - - 45.040 .0031 .0286 1.29 1.99 1.72 1.00 .014 .00 .00 BOX I 1 1054.770 417.002 3.140 420.142 39.00 9.75 1.48 421.62 .00 1.00 4.00 1.000 4.000 .00 0 .0 -- -- -1- -- -- -I- -I- -- -- -- - TRANS STR .0019 .0084 .03 3.14 1.72 .014 .00 .00 BOX I 1 1058.000 417.008 4.096 421.104 39.00 6.50 .66 421.76 .00 1.43 4.00 1.500 4.000 .00 0 .0 - - -- -- -- -- -I- -- -- -I- -I- -- -- -- - 113.000 .0031 .0084 .95 4.10 .94 1.50 .014 .00 .00 BOX I 1 1171.000 417.353 4.701 422.054 39.00 6.50 .66 422.71 .00 1.43 4.00 1.500 4.000 .00 0 .0 - - -I- - - - - -I- -I- - - - - - - - TRANS STR .0038 .0036 .01 4.70 .94 .014 .00 .00 BOX I 1 1175.000 417.368 5.026 422.394 39.00 4.88 .37 422.76 .00 1.43 4.00 2.000 4.000 .00 0 .0 - - -- -- -- -- -I- -- -- -I- -I- -- -- -- - 47.230 .0030 .0036 .17 .00 .61 1.75 .014 .00 .00 BOX I 1 1222.230 417.510 5.118 422.628 39.00 4.88 .37 423.00 .00 1.43 4.00 2.000 4.000 .00 0 .0 - - -- -- -- -- -I- -- -- -I- -I- -- -- -- - WALL ENTRANCE 1 1 1222.230 417.510 5.535 423.045 39.00 1.18 .02 423.07 .00 1.09 6.00 5.500 6.000 .00 0 .0 - - -1- - - - - -1- -1- - - - - - - - TRANS STR .0030 .0000 .00 5.54 .09 .014 .00 .00 BOX • 0 I n 0 FILE: 16572o1.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:53:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I* * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1* * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1226.230 417.522 5.540 423.062 39.00 .74 .01 423.07 .00 .81 9.50 5.500 9.500 .00 0 .0 • ALLARD ENGINEERING DESCRIPTION 14o 7-L - civil engineering land surveying land I !arming 5► tlE't)4" 0612N W6.%i t� JOB # SHEET A OF f ca �► t$ 8253 Sierra Avenue Fontana, CA 92336 DESIGNED BY DATE APPROVED (909) 356 -1815 • (909) 356-1825 02iTr� c�6 CA1. cJl. P►'�'1 t»a � 6 ► h U .S i tA2* fi / t4�1 • S 1 occ;Y;GE TQ -,>C\ d 4Y6s..ab OIL �0F h baN U 0i , YLA tar.. ''a &V k- %o " — Y T- Ll CL\ A L E elt n l ri'n► �. �'k a. c- ,� -v� = Q f1 nee. O,bh O .b 4 CIE- a ALLARD ENGINEERING DESCRIPTION civil engineering land surveying land planning JOB # DESIGNED BY B253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356 -1815 • (909) 356-1B25 z gip. q SHEET OF DATE WEST h orifice 1 MAX Hl 5.5 h weir 3 q 7 ho 0.67 I 0.640 I 0.64 .62 *A *sgrt( 3.2 1.01 orifice Q I ho hl CFS I ft I ft 1 0.20 0.30 3 0.42 1.31 5 0.60 3.06 7 0.75 5.58 9 0.88 8.87 11 1.01 12.95 13 1.13 17.80 15 1.25 23.44 ■ ALLARD ENGINEERING DESCRIPTION civil engineering land surveying land planning t 1 067 Z lt� SiU JOB # SHEET OF DESIGNED BY DATE 8253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356-1815 - (909) 356 -1825 L, V C,d tom. " CrV1 3.0 I�wGC = Os_ _�cnAL = Q�e�� + �oQ'�G;cr� - l�oR�>r►ct _ ., ;C.. a.. i elev hw = h1 -3.0 Q ft ft CFS 17.51 0 0 18.00 0 0 19.00 0 0 20.00 0 0 20.51 0 0 21.00 0.49 3.05 22.00 1.49 16.16 i 22.50 1.99 24.95 2 2.49 34.92 OUTLET PIPE FLOW DETERMINATION The "Orifice and Weir" table was prepared using the following methodology. 1.- WSPGW calculation were prepared for various Q pip The first two columns of the table summarizes the results. The weir elevation is three feet above the bottom of the detention basin. When hl is less than or equal to three feet, Q weir is zero and a simple relationship between Q orifice and h was determined using orifice calculations. In this condition Q total is equal to Q orifice- When hl is greater than three feet the weir and the orifice both pass storm water. In this condition the analysis to determine Q total becomes more complicated. An iterative process was used to determine hl as follows : A.- For h determine Q pipe from WSPGW calculations. B.- Assume h and determine Q orifice and Q weir. C.- Add Q orifice and Q weir to get Q total. D.- Compare Q total to Q pipe. E.- If Q total does not equal Q pipe assume a different h and go though steps 3 and 4 again until Q total is equal to Q p i pe . This procedure was used for various depths of h until h became higher than the maximum allowable depth in the detention basin. From the Orifice and Weir Table the relationship between h and Q total is used in the basin routing calculations. A TRACT 16572 WEST BASIN, ITERATIVE PROCESS TO DETERMINE Q total ho Qpipe h1 Q orifice C� 0.41 2.81 1.181 2.80 assumed ho Q i e h1 Q orifice Q weir Q total 0.5 3.911 41 3.34 8.53 11.87 0.5 1 3.51 3.09 3.02 6.11 0.5 1 3.21 2.95 0.96 3.91 1 15.761 5.01 3.57 24.13 27.70 1.0 4.81 3.48 20.60 24.08 1.0 4.31 3.24 12.52 15.76 1.5 19.571 4.81 3.24 20.60 23.85 1.5 1 4.51 3.01 16.46 19.57 2 24.51 5.2 3.19 27.84 31.03 2.01 4.9 3.01 21.50 24.51 2.5 26.681 5.51 3.09 33.73 36.82 2.5 1 5.01 2.81 23.87 26.68 3 29.00 - 5.51 2.82 33.73 36.55 3 5.1 2.60 26.40 29.00 3.5 31.161 5.51 2.52 33.73 36.25 3.5 5.3 2.36 28.80 31.16 41 33.281 5.51 2.19 33.731 35.91 41 1 5.41 2.091 31.191 33.28 4.51 35.241 5.51 1.781 33.731 35.51 4.51 1 5.51 33.461 35.24 A n n n TRACT 16572 WEST BASIN ho Q i e h1 Q orifice hw Q weir Q total = Q pipe ft cfs ft cfs ft cfs cfs 0.20 1.0 0.29 1.0 0.0 0.0 1.0 0.24 1.4 0.42 1.4 0.0 0.0 1.4 0.27 1.7 0.56 1.7 0.0 0.0 1.7 0.31 2.1 0.74 2.1 0.0 0.0 2.1 0.36 2.5 0.95 2.5 0.0 0.0 2.5 0.40 2.8 1.19 2.8 0.0 0.0 2.8 0.48 3.6 1.78 3.6 0.0 0.0 3.6 0.50 3.9 3.23 2.95 0.2 1.0 3.9 1.00 15.8 4.29 3.2 1.3 12.5 15.8 1.50 19.6 4.55 3.1 1.5 16.5 19.6 2.00 24.5 4.85 3.0 1.9 21.5 24.5 2.50 26.7 4.99 2.8 2.0 23.9 26.7 3.00 29.0 5.12 2.6 2.1 26.4 29.0 3.50 31.2 5.25 2.4 2.3 28.8 31.2 Q pipe for basin routing elev h1 Q ft ft US 17.51 0.00 0.000 18.00 0.49 1.524 19.00 1.49 3.207 20.00 2.49 3.745 21.00 3.49 6.629 22.00 4.49 19.296 23.00 5.49 34.020 m E) Detention Basin Routing (2,10, 25, and 100 -Year) NO C� FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/06/04 TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 2 YEAR STORM, 2 YEAR INTENSITY, AMC III BY: E.I. FILE NAME : 16572WD02 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572wd02.rte ******* * *** * * * * * *** * * * * * * * * *HYDROGRAPH DATA * ** * * * * *** * ** ** * *** ** * **** ** Number of intervals = 320 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 20.124 (CFS) Total volume = 3.723 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 320 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.490 0.060 1.524 0.055 0.065 1.490 0.410 3.207 0.399 0.421 2.490 0.940 3.745 0.927 0.953 3.490 1.520 6.629 1.497 1.543 4.490 2.170 18.138 2.108 2.232 5.210 2.720 34.093 2.603 2.837 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.0 10.06 15.09 20.12 (Ft.) 0.083 0.02 0.00 0.000 0 0.00 0.167 0.07 0.01 0.000 0 0.00 0.250 0.18 0.03 0.001 0 0.01 0.333 0.32 0.06 0.002 0 0.02 0.417 0.47 0.12 0.005 0 0.04 0.500 0.57 0.18 0.007 0 0.06 0.583 0.64 0.25 0.010 OI 0.08 0.667 0.68 0.31 0.012 OI 0.10 0.750 0.71 0.38 0.015 OI 0.12 0.833 0.73 0.43 0.017 OI 0.14 0.917 0.75 0.48 0.019 OI 0.15 1.000 0.76 0.52 0.021 02 0.17 1.083 0.77 0.56 0.022 OI 0.18 1.167 0.78 0.60 0.024 OI 0.19 1.250 0.79 0.63 0.025 10 0.20 1.333 0.80 0.66 0.026 10 0.21 1.417 0.81 0.68 0.027 10 ( 0.22 1.500 0.82 0.70 0.028 10 0.23 1.583 0.82 0.72 0.028 10 0.23 1.667 0.83 0.74 0.029 10 0.24 1.750 0.83 0.75 0.030 10 0.24 1.833 0.84 0.77 0.030 10 0.25 1.917 0.84 0.78 0.031 10 0.25 2.000 0.85 0.79 0.031 10 0.25 2.083 0.85 0.80 0.031 10 0.26 2.167 0.86 0.81 0.032 10 0.26 2.250 0.86 0.82 0.032 10 0.26 2.333 0.87 0.82 0.032 10 0.27 2.417 0.87 0.83 0.033 10 0.27 2.500 0.87 0.84 0.033 10 0.27 2.583 0.88 0.84 0.033 10 0.27 2.667 0.88 0.85 0.033 10 0.27 2.750 0.89 0.86 0.034 10 0.28 2.833 0.89 0.86 0.034 10 0.28 2.917 0.89 0.87 0.034 10 0.28 3.000 0.89 0.87 0.034 10 0.28 3.083 0.90 0.87 0.034 10 0.28 3.167 0.90 0.88 0.035 10 0.28 3.250 0.90 0.88 0.035 10 0.28 3.333 0.91 0.89 0.035 10 0.28 3.417 0.91 0.89 0.035 10 0.29 3.500 0.91 0.89 0.035 10 0.29 3.583 0.92 0.90 0.035 10 0.29 3.667 0.92 0.90 0.035 10 0.29 C. 3.750 0.92 0.90 0.036 10 0.29 3.833 0.93 0.91 0.036 10 0.29 3.917 4.000 0.93 0.93 0.91 0.91 0.036 0.036 10 10 0.29 0.29 4.083 0.94 0.92 0.036 10 ( 0.29 4.167 0.94 0.92 0.036 10 0.30 4.250 0.94 0.92 0.036 10 0.30 4.333 0.95 0.93 0.036 10 0.30 4.417 0.95 0.93 0.037 10 0.30 4.500 0.95 0.93 0.037 10 ( 0.30 4.583 0.96 0.94 0.037 10 0.30 4.667 0.96 0.94 0.037 10 0.30 4.750 0.96 0.94 0.037 10 0.30 4.833 0.97 0.95 0.037 10 0.30 4.917 0.97 0.95 0.037 10 0.31 5.000 0.97 0.95 0.038 10 0.31 5.083 0.98 0.96 0.038 10 0.31 5.167 0.98 0.96 0.038 10 0.31 5.250 0.98 0.96 0.038 10 0.31 5.333 0.99 0.97 0.038 10 0.31 5.417 0.99 0.97 0.038 10 ( 0.31 5.500 1.00 0.98 0.038 10 0.31 5.583 1.00 0.98 0.039 10 0.31 5.667 1.00 0.98 0.039 10 1 0.32 5.750 1.01 0.99 0.039 10 0.32 5.833 1.01 0.99 0.039 10 ( 0.32 5.917 1.02 0.99 0.039 10 0.32 6.000 1.02 1.00 0.039 10 0.32 6.083 1.03 1.00 0.039 10 0.32 Aomak 6.167 1.03 1.01 0.040 10 0.32 6.250 1.03 1.01 0.040 10 0.32 6.333 1.04 1.01 0.040 10 0.33 6.417 1.04 1.02 0.040 10 0.33 6.500 1.05 1.02 0.040 10 0.33 6.583 1.05 1.03 0.040 10 ( 0.33 6.667 1.06 1.03 0.041 10 0.33 6.750 1.06 1.04 0.041 10 0.33 6.833 1.07 1.04 0.041 10 0.33 6.917 1.07 1.05 0.041 10 0.34 7.000 1.08 1.05 0.041 10 0.34 7.083 1.08 1.05 0.042 10 0.34 7.167 1.09 1.06 0.042 10 0.34 7.250 1.09 1.06 0.042 10 0.34 7.333 1.10 1.07 0.042 10 0.34 7.417 1.10 1.07 0.042 10 0.35 7.500 1.11 1.08 0.042 10 0.35 7.583 1.11 1.08 0.043 10 0.35 7.667 1.12 1.09 0.043 10 ( 0.35 7.750 1.12 1.09 0.043 10 0.35 7.833 1.13 1.10 0.043 10 0.35 7.917 1.14 1.10 0.043 10 0.36 8.000 1.14 1.11 0.044 10 0.36 8.083 1.15 1.12 0.044 10 0.36 8.167 1.15 1.12 0.044 10 0.36 8.250 1.16 1.13 0.044 10 0.36 8.333 1.17 1.13 0.045 10 0.36 8.417 1.17 1.14 0.045 10 0.37 8.500 1.18 1.14 0.045 10 0.37 8.583 1.18 1.15 0.045 10 ( 0.37 8.667 8.750 1.19 1.20 1.16 1.16 0.046 0.046 10 ( 10 0.37 0.37 8.833 1.20 1.17 0.046 10 1 1 1 1 0.38 8.917 1.21 1.17 0.046 10 1 1 1 1 0.38 9.000 1.22 1.18 0.047 10 1 1 1 1 0.38 9.083 1.23 1.19 0.047 10 1 1 1 1 0.38 9.167 1.23 1.19 0.047 10 1 1 1 1 0.38 9.250 1.24 1.20 0.047 10 1 1 1 1 0.39 9.333 1.25 1.21 0.048 10 1 1 1 1 0.39 9.417 1.26 1.22 0.048 10 1 1 1 1 0.39 9.500 1.26 1.22 0.048 JOI I I 1 1 0.39 9.583 1.27 1.23 0.048 JOI I I 1 1 0.40 9.667 1.28 1.24 0.049 JOI I 1 0.40 9.750 1.29 1.24 0.049 JOI I 1 0.40 9.833 1.30 1.25 0.049 JOI 1 ( 0.40 9.917 1.30 1.26 0.050 0 1 ( 0.41 10.000 1.31 1.27 0.050 0 1 0.41 10.083 1.32 1.28 0.050 0 1 0.41 10.167 1.33 1.28 0.051 0 ( 0.41 10.250 1.34 1.29 0.051 0 ( 0.42 10.333 1.35 1.30 0.051 0 ( 0.42 10.417 1.36 1.31 0.052 0 0.42 10.500 1.37 1.32 0.052 0 ( 0.42 10.583 1.38 1.33 0.052 0 0.43 10.667 1.39 1.34 0.053 0 0.43 10.750 1.40 1.35 0.053 0 0.43 10.833 1.41 1.36 0.053 0 0.44 10.917 1.42 1.37 0.054 1 0 ( 0.44 11.000 1.43 1.38 0.054 1 0 0.44 11.083 1.45 1.39 0.055 0 0.45 11.167 1.46 1.40 0.055 0 0.45 11.250 1.47 1.41 0.055 0 0.45 11.333 1.48 1.42 0.056 0 0.46 11.417 1.50 1.43 0.056 0 0.46 11.500 1.51 1.44 0.057 0 0.46 11.583 1.52 1.45 0.057 0 0.47 11.667 1.54 1.47 0.058 0 0.47 11.750 1.55 1.48 0.058 0 0.48 11.833 1.56 1.49 0.059 0 0.48 11.917 1.58 1.50 0.059 0 ( 0.48 12.000 1.59 1.52 0.060 0 0.49 12.083 1.61 1.53 0.060 0 0.49 12.167 1.64 1.53 0.061 0 0.49 12.250 1.67 1.53 0.062 0 0.50 12.333 1.71 1.54 0.063 0 0.50 12.417 1.75 1.54 0.064 O 0.50 12.500 1.79 1.55 0.066 0 0.51 12.583 1.82 1.56 0.067 0 0.51 12.667 1.84 1.57 0.069 0 1 1 1 1 0.52 12.750 1.87 1.58 0.071 1 0 1 1 1 0.52 12.833 1.89 1.59 0.073 1 OI ( 0.53 12.917 1.91 1.60 0.075 1 OI 0.53 13.000 1.94 1.61 0.078 1 OI 0.54 13.083 1.96 1.62 0.080 1 0I 0.55 13.167 1.99 1.63 0.082 1 OI 0.55 13.250 2.02 1.64 0.085 1 OI 0.56 13.333 2.04 1.66 0.087 1 OI 0.57 13.417 13.500 2.07 2.10 1.67 1.68 0.090 0.093 OI 0I 0.58 0.58 13.583 2.13 1.70 0.096 ( 0I ( 0.59 13.667 2.16 1.71 0.099 OI ( 0.60 13.750 2.19 1.73 0.102 OI 0.61 13.833 2.23 1.74 0.105 OI 0.62 13.917 2.26 1.76 0.109 OI 0.63 14.000 2.30 1.78 0.112 OI ( 0.64 14.083 2.34 1.79 0.116 OI 0.65 14.167 2.38 1.81 0.120 0I 0.66 14.250 2.43 1.83 0.124 OI 0.67 14.333 2.47 1.85 0.128 0I 0.68 14.417 2.53 1.87 0.132 0 I 0.70 14.500 2.58 1.89 0.137 OI 0.71 14.583 2.63 1.92 0.142 0I 0.72 14.667 2.69 1.94 0.147 OI ( 0.74 14.750 2.76 1.97 0.152 0I 0.75 14.833 2.83 1.99 0.158 OI 0.77 14.917 2.90 2.02 0.164 OI 0.79 15.000 2.98 2.05 0.170 OI 0.80 15.083 3.07 2.08 0.177 OI ( 0.82 15.167 3.17 2.12 0.184 0 I ( 0.84 15.250 3.28 2.15 0.191 0 2 0.86 15.333 3.40 2.19 0.199 0 I 0.89 15.417 3.52 2.23 0.208 0 I 0.91 15.500 3.61 2.28 0.217 0 I 0.94 15.583 3.67 2.32 0.226 0 I 0.96 15.667 3.72 2.37 0.235 0 I 0.99 �. 15.750 3.81 2.41 0.245 0 I 1.02 15.833 4.01 2.46 0.255 0 I 1.05 15.917 4.38 2.52 0.267 0 I 1.08 16.000 5.11 2.59 0.282 0 I 1.12 16.083 7.56 2.71 0.307 0 I 1.20 16.167 12.08 2.94 0.355 0 I 1.33 16.250 17.18 3.23 0.435 0 I 1.54 16.333 20.12 3.34 0.541 0 1.74 16.417 19.86 3.46 0.655 0 1.95 16.500 15.27 3.55 0.752 0 I 2.13 16.583 11.23 3.62 0.818 0 2.26 16.667 8.50 3.66 0.861 O I 2.34 16.750 7.14 3.69 0.890 0 I 2.39 16.833 6.05 3.71 0.909 0 II 2.43 16.917 5.24 3.73 0.923 0 I 2.46 17.000 4.77 3.74 0.932 0 Il 2.47 17.083 4.40 3.74 0.937 OI 2.48 17.167 4.11 3.75 0.941 OI ( 2.49 17.250 3.83 3.76 0.942 OI 2.49 17.333 3.50 3.75 0.942 0 2.49 17.417 3.32 3.74 0.939 0 2.49 17.500 3.12 3.74 0.936 IO 2.48 17.583 3.00 3.74 0.931 IO 2.47 17.667 2.89 3.73 0.926 IO 2.46 17.750 2.78 3.72 0.920 IO 2.45 17.833 2.64 3.72 0.913 IO ( 2.44 17.917 2.55 3.71 0.905 IO 2.42 18.000 2.45 3.70 0.897 I 0 2.41 18.083 2.37 3.69 0.888 I 0 ( 2.39 18.167 2.27 3.68 0.878 I 0 2.37 18.250 2.18 3.67 0.868 I 0 2.35 18.333 2.08 3.66 0.858 I 0 2.33 18.417 2.00 3.65 0.847 I 0 2.31 18.500 1.94 3.64 0.835 I O 2.29 18.583 1.88 3.63 0.823 I 0 2.27 18.667 1.83 3.61 0.811 I 0 2.25 18.750 1.72 3.60 0.798 I 0 2.22 18.833 1.63 3.59 0.785 I 0 2.20 18.917 1.59 3.57 0.772 I 0 2.17 19.000 1.56 3.56 0.758 I I 0 2.15 19.083 1.52 3.55 0.744 I 0 2.12 19.167 1.50 3.53 0.730 I 0 2.09 19.250 1.47 3.52 0.716 I I 0 2.07 19.333 1.44 3.50 0.702 I 0 2.04 19.417 1.42 3.49 0.688 I 0 2.01 19.500 1.40 3.47 0.673 I I 0 1.99 19.583 1.37 3.46 0.659 I I 0 1.96 19.667 1.35 3.45 0.644 I 0 1.93 19.750 1.33 3.43 0.630 I 0 1.91 19.833 1.31 3.42 0.616 I 0 1.88 19.917 1.30 3.40 0.601 I I 0 ( 1.85 20.000 1.28 3.39 0.587 I 0 1.82 20.083 1.26 3.37 0.572 ( I 0 1.80 20.167 1.25 3.36 0.558 1I 0 1 1 1.77 20.250 1.23 3.34 0.543 1I 0 1 1 1.74 20.333 1.22 3.33 0.529 1I 0 1 1 ( 1.71 20.417 1.20 3.31 0.514 1I 0 1 1 1.69 20.500 1.19 3.30 0.499 1I 0 1 1 1.66 20.583 1.17 3.28 0.485 1I 0 1 1 1.63 20.667 1.16 3.27 0.470 1I 0 1 1.60 20.750 1.15 3.25 0.456 1I 0 1 1.58 20.833 1.14 3.24 0.441 1I 0 1 1.55 20.917 1.13 3.22 0.427 1I 0 1 1.52 21.000 1.11 3.21 0.413 1I 0 1 ( 1.49 21.083 1.10 3.15 0.398 1I 0 1 1.46 21.167 1.09 3.08 0.384 1I 0 1 1.42 21.250 1.08 3.02 0.371 1I 0 1 ( 1.38 21.333 1.07 2.96 0.358 1I 0 1 1 1.34 21.417 1.06 2.89 0.345 1I 0 1 1 1.30 21.500 1.05 2.83 0.332 1I 0 1 ( 1.27 21.583 1.04 2.78 0.320 1I 0 1 1.23 21.667 1.04 2.72 0.309 1I 0 1 1.20 21.750 1.03 2.66 0.297 1I 0 1 1.17 21.833 1.02 2.61 0.286 1I 0 1 1.14 21.917 1.01 2.56 0.275 1I 0 1 1.10 22.000 1.00 2.51 0.265 1I 0 1.07 22.083 0.99 2.46 0.254 11 0 1.05 22.167 0.99 2.41 0.245 1I 0 1 1.02 22.250 0.98 2.36 0.235 1I 0 0.99 22.333 0.97 2.32 0.225 1I 0 ( ( ( 0.96 22.417 0.96 2.28 0.216 1I 0 1 0.94 22.500 0.96 2.23 0.207 1I 0 0.91 22.583 0.95 2.19 0.199 lI 0 0.89 22.667 0.94 2.15 0.190 (I 0 1 0.86 22.750 0.94 2.11 0.182 1I 0 0.84 22.833 0.93 2.07 0.174 1I 0 0.82 22.917 0.92 2.04 0.166 1I 0 1 0.79 23.000 0.92 2.00 0.159 (I 0 1 1 1 1 0.77 23.083 0.91 1.96 0.151 1I 0 1 1 1 1 0.75 23.167 0.90 1.93 0.144 11 0 1 1 1 1 0.73 23.250 0.90 1.90 0.137 1I 0 1 1 1 1 0.71 23.333 0.89 1.86 0.130 JIO I I 1 1 0.69 23.417 0.89 1.83 0.124 JIO I I 1 1 0.67 23.500 0.88 1.80 0.117 JIO I I 1 1 0.65 23.583 0.88 1.77 0.111 lIO I ( 1 1 0.64 23.667 0.87 1.74 0.105 JIO I I 1 1 0.62 23.750 0.86 1.71 0.099 lIO I I 1 1 0.60 23.833 0.86 1.68 0.093 JIO I I 1 1 0.59 23.917 0.85 1.66 0.088 JIO I I 1 1 0.57 24.000 0.85 1.63 0.082 (IO I I 1 0.55 24.083 0.83 1.61 0.077 JIO I I 1 0.54 24.167 0.77 1.58 0.072 JIO I I 1 1 0.52 24.250 0.66 1.55 0.066 JIO 0.51 24.333 0.51 1.50 0.059 I 0 0.48 24.417 0.36 1.33 0.052 I 0 0.43 24.500 0.26 1.17 0.046 IO 0.38 24.583 0.19 1.02 0.040 IO 0.33 24.667 0.15 0.88 0.035 IO 0.28 24.750 0.12 0.76 0.030 IO 0.24 24.833 0.10 0.66 0.026 10 0.21 24.917 0.09 0.57 0.022 0 1 1 1 1 0.18 25.000 0.08 0.49 0.019 0 1 1 1 1 0.16 25.083 0.06 0.42 0.017 0 1 1 1 1 0.14 25.167 0.06 0.36 0.014 0 1 1 1 1 0.12 25.250 0.05 0.31 0.012 0 1 1 1 1 0.10 25.333 0.04 0.27 0.011 0 1 1 1 1 0.09 25.417 0.04 0.23 0.009 0 1 1 1 1 0.07 25.500 0.03 0.20 0.008 0 1 1 1 1 0.06 25.583 0.03 0.17 0.007 0 1 1 1 1 0.06 25.667 0.02 0.15 0.006 0 1 1 1 1 0.05 25.750 0.02 0.13 0.005 0 1 1 1 1 0.04 25.833 0.02 0.11 0.004 0 1 1 1 1 0.04 25.917 0.02 0.10 0.004 0 1 1 1 1 0.03 26.000 0.01 0.08 0.003 0 1 1 1 1 0.03 26.083 0.01 0.07 0.003 0 1 1 1 1 0.02 26.167 0.01 0.06 0.002 0 0.02 26.250 0.01 0.05 0.002 0 0.02 26.333 0.01 0.05 0.002 0 0.01 26.417 0.00 0.04 0.002 0 ( 0.01 26.500 0.00 0.03 0.001 0 0.01 26.583 0.00 0.03 0.001 0 0.01 26.667 0.00 0.02 0.001 0 0.01 26.750 0.00 0.02 0.001 0 j 0.01 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 321 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.757 (CFS) Total volume = 3.722 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/06/04 TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 10 YEAR STORM, 10 YEAR INTENSITY, AMC III BY: E.I. FILE NAME: 16572WUlO -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572wd10.rte ******* * * * * * * ** * * * * * * * * *** * *HYDROGRAPH DATA *** * * * * * * * ** * * *** * * * * ******* Number of intervals = 319 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 35.212 (CFS) Total volume = 8.251 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 319 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.490 0.060 1.524 0.055 0.065 1.490 0.410 3.207 0.399 0.421 2.490 0.940 3.745 0.927 0.953 3.490 1.520 6.629 1.497 1.543 4.490 2.170 18.138 2.108 2.232 5.210 2.720 34.093 2.603 2.837 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------- - - - - -- Graph values: ' unit inflow; 1 0 1 = outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 8.8 17.61 26.41 35.21 (Ft.) 0.083 0.05 0.00 0.000 0 1 1 1 1 0.00 0.167 0.22 0.02 0.001 0 1 1 1 1 0.01 0.250 0.54 0.08 0.003 0 1 1 1 1 0.03 0.333 0.96 0.19 0.007 O 1 1 1 1 0.06 0.417 1.37 0.35 0.014 0I 0.11 0.500 1.64 0.53 0.021 OI 0.17 0.583 1.81 0.72 0.028 OI 0.23 0.667 1.91 0.91 0.036 OI 0.29 0.750 1.99 1.07 0.042 0I ( 0.35 0.833 2.04 1.23 0.048 10 1 0.39 0.917 2.09 1.36 0.054 10 1 0.44 1.000 2.12 1.48 0.058 10 1 0.48 1.083 2.15 1.54 0.063 10 1 1 0.50 1.167 2.18 1.56 0.067 10 1 1 0.51 1.250 2.20 1.58 0.071 JOI I 1 0.52 1.333 2.22 1.60 0.075 (OI 1 0.53 1.417 2.24 1.62 0.080 JOI 1 0.55 1.500 2.26 1.64 0.084 JOI 1 0.56 1.583 2.28 1.66 0.088 JOI 1 0.57 1.667 2.29 1.68 0.093 JOI 1 0.58 1.750 2.30 1.70 0.097 JOI 1 0.59 1.833 2.32 1.72 0.101 10I 1 0.61 1.917 2.33 1.74 0.105 JOI 1 0.62 2.000 2.34 1.76 0.109 10I 1 0.63 2.083 2.35 1.78 0.113 JOI 1 0.64 2.167 2.36 1.80 0.117 COI 1 0.65 2.250 2.37 1.82 0.121 JOI 1 0.66 2.333 2.38 1.83 0.125 JOI 1 0.67 2.417 2.39 1.85 0.128 JOI 1 0.69 2.500 2.40 1.87 0.132 101 1 0.70 2.583 2.41 1.89 0.136 JOI 1 0.71 2.667 2.42 1.90 0.139 JOI 0.72 2.750 2.43 1.92 0.143 JOI ( 0.73 2.833 2.43 1.94 0.146 JOI ( 0.74 2.917 2.44 1.95 0.150 JOI 0.75 3.000 2.45 1.97 0.153 JOI 0.76 3.083 2.45 1.99 0.156 (OI 0.76 3.167 2.46 2.00 0.159 JOI 0.77 3.250 2.47 2.02 0.162 JOI 0.78 3.333 2.47 2.03 0.165 JOI 0.79 3.417 2.48 2.05 0.168 JOI 0.80 3.500 2.49 2.06 0.171 JOI 0.81 3.583 2.49 2.07 0.174 JOI 0.82 AWMk 3.667 2.50 2.09 0.177 JOI ( 0.82 3.750 2.51 2.10 0.180 JOI 0.83 3.833 2.51 2.11 0.183 JOI 0.84 3.917 4.000 2.52 2.53 2.13 2.14 0.185 0.188 JOI I I JOI I I 1 0.85 1 0.86 4.083 2.53 2.15 0.191 jOI I I 1 0.86 4.167 2.54 2.17 0.193 JOI I I 1 0.87 4.250 2.55 2.18 0.196 JOI 0.88 4.333 2.56 2.19 0.199 jOI ( 0.89 4.417 2.56 2.20 0.201 1 0 ( 0.89 4.500 2.57 2.21 0.204 1 0 0.90 4.583 2.58 2.23 0.206 1 0 0.91 4.667 2.59 2.24 0.208 1 0 0.91 4.750 2.60 2.25 0.211 1 0 ( 0.92 4.833 2.60 2.26 0.213 1 0 0.93 4.917 2.61 2.27 0.216 1 0 0.93 5.000 2.62 2.28 0.218 1 0 0.94 5.083 2.63 2.29 0.220 0 0.95 5.167 2.64 2.31 0.222 0 0.95 5.250 2.64 2.32 0.225 0 0.96 5.333 2.65 2.33 0.227 0 0.97 5.417 2.66 2.34 0.229 0 0.97 5.500 2.67 2.35 0.231 0 0.98 5.583 2.68 2.36 0.234 1 0 ( 0.99 5.667 2.69 2.37 0.236 1 0 0.99 5.750 2.70 2.38 0.238 1 0 1 1 1 1 1.00 5.833 2.71 2.39 0.240 1 0 1 1 1 1 1.00 5.917 2.72 2.40 0.242 1 0 1 1 1 1 1.01 6.000 2.72 2.41 0.245 1 0 1 1 1 1 1.02 6.083 2.73 2.42 0.247 1 0 1 1 1 1 1.02 6.167 2.74 2.43 0.249 1 0 1 1 1 1 1.03 6.250 2.75 2.44 0.251 1 0 1 1 1 1 1.04 6.333 2.76 2.45 0.253 1 0 1 1 1 1 1.04 6.417 2.77 2.46 0.255 1 0 1 1.05 6.500 2.78 2.47 0.257 1 0 1 1.05 6.583 2.79 2.48 0.260 1 0 1 ( 1.06 6.667 2.80 2.49 0.262 0 1 1.07 6.750 2.81 2.50 0.264 0 1 1.07 6.833 2.82 2.51 0.266 0 1 1.08 6.917 2.83 2.52 0.268 0 1 1.08 7.000 2.84 2.53 0.270 0 1 1.09 7.083 2.85 2.54 0.272 0 1 1.10 7.167 2.87 2.56 0.274 0 1.10 7.250 2.88 2.57 0.277 0 1.11 7.333 2.89 2.58 0.279 0 1.11 7.417 2.90 2.59 0.281 0 1.12 7.500 2.91 2.60 0.283 0 1.13 7.583 2.92 2.61 0.285 0 1.13 7.667 2.93 2.62 0.287 0 1.14 7.750 2.95 2.63 0.290 0 1.15 7.833 2.96 2.64 0.292 0 1.15 7.917 2.97 2.65 0.294 0 1.16 8.000 2.98 2.66 0.296 0 1.16 8.083 3.00 2.67 0.298 0 1 ( 1.17 8.167 3.01 2.68 0.301 0 1 1.18 8.250 3.02 2.69 0.303 0 1 1.18 8.333 3.03 2.70 0.305 0 1 1.19 8.417 3.05 2.71 0.308 0 1 1.20 8.500 3.06 2.73 0.310 0 1.20 8.583 3.08 2.74 0.312 0 1.21 8.667 3.09 2.75 0.314 0 1.22 8.750 3.10 2.76 0.317 0 ( 1.22 8.833 3.12 2.77 0.319 0 ( 1.23 8.917 3.13 2.78 0.322 0 1.24 9.000 3.15 2.79 0.324 0 1.24 9.083 3.16 2.81 0.327 0 1.25 9.167 3.18 2.82 0.329 0 1.26 9.250 3.19 2.83 0.332 0 ( 1.27 9.333 3.21 2.84 0.334 0 1.27 9.417 3.23 2.85 0.337 0 1.28 9.500 3.24 2.87 0.339 0 1.29 9.583 3.26 2.88 0.342 0 1.30 9.667 3.28 2.89 0.344 0 1.30 9.750 3.29 2.90 0.347 0 1.31 9.833 3.31 2.92 0.350 OI 1.32 9.917 3.33 2.93 0.353 OI 1.33 10.000 3.35 2.94 0.355 OI 1.33 10.083 3.37 2.96 0.358 0I ( 1.34 10.167 3.39 2.97 0.361 OI ( 1.35 10.250 3.41 2.98 0.364 OI 1.36 10.333 3.43 3.00 0.367 0I 1.37 10.417 3.45 3.01 0.370 ( 0I 1.37 10.500 3.47 3.03 0.373 0I 1.38 10.583 3.49 3.04 0.376 OI 1.39 10.667 3.51 3.06 0.379 OI 1.40 10.750 3.53 3.07 0.382 0I 1.41 10.833 3.55 3.09 0.385 OI 1.42 10.917 3.58 3.10 0.388 OI 1.43 �. 11.000 3.60 3.12 0.392 OI 1.44 11.083 3.62 3.13 0.395 OI 1.45 11.167 3.65 3.15 0.398 OI 1.46 11.250 3.67 3.17 0.402 0I 1.47 11.333 3.70 3.18 0.405 OI 1.48 11.417 3.72 3.20 0.409 OI ( 1.49 11.500 3.75 3.21 0.412 0I 1.49 11.583 3.78 3.21 0.416 OI 1.50 11.667 3.80 3.22 0.420 OI 1.51 11.750 3.83 3.22 0.424 OI 1.52 11.833 3.86 3.23 0.429 0I ( 1.53 11.917 3.89 3.23 0.433 01 1.53 12.000 3.92 3.24 0.438 OI 1.54 12.083 3.95 3.24 0.443 OI 1.55 12.167 3.95 3.25 0.447 OI 1.56 12.250 3.94 3.25 0.452 OI 1.57 12.333 3.90 3.25 0.457 OI 1.58 12.417 3.87 3.26 0.461 OI 1.59 12.500 3.87 3.26 0.465 OI 1.59 12.583 3.88 3.27 0.470 01 ( 1.60 12.667 3.90 3.27 0.474 0I ( 1.61 12.750 3.93 3.28 0.478 OI 1.62 12.833 3.97 3.28 0.483 0I 1.63 12.917 4.00 3.29 0.488 OI 1.64 13.000 4.04 3.29 0.493 0I 1.65 13.083 4.09 3.30 0.498 OI 1.66 13.167 4.13 3.30 0.504 0 1.67 13.250 4.18 3.31 0.510 0 1.68 13.333 4.23 3.31 0.516 0 1.69 13.417 13.500 4.28 4.34 3.32 3.33 0.522 0.529 0 0 1.70 1.71 13.583 4.40 3.34 0.536 0 1.73 13.667 4.46 3.34 0.544 OI 1.74 13.750 4.52 3.35 0.552 OI 1.76 13.833 4.59 3.36 0.560 OI 1.77 13.917 4.66 3.37 0.569 OI 1.79 14.000 4.74 3.38 0.578 0I 1.81 14.083 4.82 3.39 0.587 ( OI 1.82 14.167 4.90 3.40 0.597 0I 1.84 14.250 4.99 3.41 0.608 OI 1.86 14.333 5.08 3.42 0.619 OI 1.88 14.417 5.19 3.43 0.631 ( OI 1.91 14.500 5.29 3.44 0.643 ( OI 1.93 14.583 5.41 3.46 0.656 ( 0I 1.96 14.667 5.53 3.47 0.670 ( 0 I 1.98 14.750 5.66 3.49 0.685 0 I 2.01 14.833 5.80 3.50 0.700 0 I 2.04 14.917 5.95 3.52 0.716 0 I 2.07 15.000 6.12 3.54 0.734 ( 0 I 2.10 15.083 6.30 3.55 0.752 0 I 2.14 15.167 6.50 3.57 0.772 0 I 2.17 15.250 6.72 3.60 0.792 ( 0 I 2.21 15.333 6.97 3.62 0.815 0 I 2.25 15.417 7.20 3.64 0.838 ( 0 I 2.30 15.500 7.37 3.67 0.863 ( 0 I 2.35 15.583 7.44 3.69 0.889 0 I 2.39 15.667 7.50 3.72 0.915 0 I 2.44 15.750 7.66 3.75 0.942 0 I ( 2.49 15.833 8.09 3.89 0.969 0 Il ( 2.54 15.917 8.89 4.05 1.001 0 I 2.59 16.000 10.40 4.23 1.038 0 II I 1 2.66 16.083 14.79 4.52 1.095 0 I 2.76 16.167 22.66 4.99 1.191 0 I 2.92 16.250 31.08 5.73 1.339 0 I 3.18 16.333 35.21 6.71 1.525 0 II 3.50 16.417 33.07 9.87 1.703 0 I I 3.77 16.500 24.66 12.05 1.826 0 I I 3.96 16.583 18.77 13.16 1.889 0 4.06 16.667 14.66 13.57 1.912 OI 4.09 16.750 12.56 13.57 1.912 IO 4.09 16.833 10.88 13.36 1.900 lI 0 1 1 4.07 16.917 9.69 13.01 1.880 I 0 4.04 17.000 8.94 12.58 1.856 I O 4.01 17.083 8.32 12.13 1.831 II 0 1 1 3.97 17.167 7.83 11.66 1.804 II 0 1 1 3.93 17.250 7.14 11.18 1.777 I 1 0 3.89 17.333 6.77 10.70 1.750 1 I 10 3.84 17.417 6.37 10.22 1.723 1 I 10 1 1 3.80 17.500 6.11 9.76 1.697 I 0 3.76 17.583 5.88 9.33 1.673 I 0 3.72 17.667 5.66 8.92 1.650 I 0 3.69 17.750 5.39 8.53 1.627 I 01 3.66 17.833 5.20 8.16 1.606 I 01 1 1 3.62 17.917 5.00 7.81 1.587 I 01 1 1 3.59 18.000 4.84 7.48 1.568 I 0 3.56 18.083 4.67 7.16 1.550 I 0 3.54 18.167 4.56 6.87 1.534 I 0 3.51 18.250 4.46 6.62 1.518 I 0 3.49 18.333 4.42 6.55 1.503 I0 3.46 18.417 4.39 6.47 1.489 I 0 3.44 18.500 4.34 6.40 1.475 I 0 3.41 18.583 4.26 6.33 1.460 I 0 3.39 18.667 4.11 6.26 1.446 I 0 3.36 18.750 3.95 6.19 1.431 I 0 3.34 18.833 3.88 6.11 1.415 I 0 3.31 18.917 3.82 6.03 1.400 I 0 3.28 19.000 3.77 5.96 1.385 I 0 3.26 19.083 3.71 5.88 1.370 I 0 3.23 19.167 3.66 5.81 1.355 I 0 3.21 19.250 3.61 5.74 1.340 I 0 3.18 • 19.333 3.56 5.66 1.326 I 0 3.16 19.417 3.52 5.59 1.311 I 0 3.13 19.500 3.48 5.52 1.297 I 0 3.11 19.583 3.44 5.45 1.283 I0 3.08 19.667 3.40 5.38 1.269 I0 3.06 19.750 3.36 5.32 1.256 I0 3.03 19.833 3.32 5.25 1.243 I0 3.01 19.917 3.29 5.18 1.229 I 0 2.99 20.000 3.25 5.12 1.216 I 0 2.97 20.083 3.22 5.06 1.204 I 0 2.94 20.167 3.19 4.99 1.191 I 0 2.92 20.250 3.16 4.93 1.179 I 0 2.90 20.333 3.13 4.87 1.167 I 0 2.88 20.417 3.10 4.81 1.155 I 0 2.86 20.500 3.07 4.75 1.143 I 0 2.84 20.583 3.04 4.70 1.132 I 0 2.82 20.667 3.02 4.64 1.120 I 0 2.80 20.750 2.99 4.59 1.109 I 0 2.78 20.833 2.97 4.53 1.098 I 0 2.76 20.917 2.94 4.48 1.088 I 0 2.74 21.000 2.92 4.43 1.077 I 0 2.73 21.083 2.89 4.38 1.067 IO 2.71 21.167 2.87 4.33 1.057 I0 2.69 21.250 2.85 4.28 1.047 I0 2.67 21.333 2.83 4.23 1.037 I0 2.66 21.417 2.81 4.18 1.028 I0 2.64 21.500 2.79 4.13 1.018 IO 2.62 21.583 2.77 4.09 1.009 IO 2.61 21.667 2.75 4.04 1.000 I0 2.59 21.750 2.73 4.00 0.991 I0 2.58 21.833 2.71 3.96 0.982 I0 2.56 21.917 2.69 3.91 0.974 IO 2.55 22.000 2.67 3.87 0.966 I0 2.53 22.083 2.66 3.83 0.957 IO 2.52 22.167 2.64 3.79 0.949 I0 2.51 22.250 2.62 3.75 0.942 I0 2.49 22.333 2.61 3.74 0.934 I0 2.48 22.417 2.59 3.73 0.926 I0 2.46 22.500 2.58 3.72 0.918 IO 2.45 22.583 2.56 3.71 0.910 I0 2.43 22.667 2.55 3.71 0.902 IO 2.42 22.750 2.53 3.70 0.894 I0 2.40 22.833 2.52 3.69 0.886 I0 2.39 22.917 23.000 2.50 2.49 3.68 3.67 0.878 0.870 IO IO ( ( 2.37 2.36 23.083 2.47 3.67 0.862 IO 2.34 23.167 2.46 3.66 0.853 IO 2.33 23.250 2.45 3.65 0.845 IO ( ( 2.31 23.333 2.43 3.64 0.837 IO ( ( 2.30 23.417 2.42 3.63 0.829 IO 2.28 23.500 2.41 3.62 0.820 IO 2.26 23.583 2.40 3.61 0.812 IO 2.25 23.667 2.39 3.61 0.804 IO 2.23 23.750 2.37 3.60 0.795 IO 2.22 23.833 2.36 3.59 0.787 IO ( 2.20 23.917 2.35 3.58 0.778 IO 2.18 24.000 2.34 3.57 0.770 IO 2.17 24.083 2.28 3.56 0.761 IO 2.15 24.167 2.10 3.55 0.752 1I 0 1 1 2.13 24.250 1.77 3.54 0.740 1I 0 1 2.11 24.333 1.34 3.53 0.727 1I O 2.09 24.417 0.93 3.51 0.710 I 0 2.06 24.500 0.66 3.49 0.692 I O ( 2.02 24.583 0.49 3.47 0.672 I 0 1.98 24.667 0.39 3.45 0.651 I 0 1.94 24.750 0.31 3.43 0.630 I 0 1.90 24.833 0.26 3.41 0.608 I 0 1.86 24.917 0.22 3.39 0.586 I 0 1.82 25.000 0.19 3.36 0.565 I 0 1.78 25.083 0.16 3.34 0.543 I 0 1.74 25.167 0.14 3.32 0.521 I 0 1.70 [ 25.250 0.12 3.30 0.499 I 0 1.66 �✓ 25.333 0.11 3.28 0.477 I 0 1.62 25.417 0.09 3.25 0.455 I 0 1.58 25.500 0.08 3.23 0.434 I 0 1.53 25.583 0.07 3.21 0.412 I 0 1.49 25.667 0.06 3.11 0.391 I 0 1.43 25.750 0.05 3.01 0.370 I 0 1.38 25.833 0.04 2.92 0.350 I 0 1.32 25.917 0.04 2.82 0.330 I 0 ( 1.26 26.000 0.03 2.73 0.311 I 0 1.21 26.083 0.03 2.64 0.293 I 0 1.16 26.167 0.02 2.56 0.275 I 0 1.11 26.250 0.02 2.48 0.258 I 0 1.06 26.333 0.01 2.40 0.241 I 0 1.01 26.417 0.01 2.32 0.225 I 0 ( 0.96 26.500 0.01 2.24 0.210 I 0 0.92 26.583 0.00 2.17 0.194 IO 0.87 26.667 0.00 2.10 0.180 IO 0.83 26.750 0.00 2.03 0.166 IO 0.79 26.833 0.00 1.97 0.152 IO 0.75 26.917 0.00 1.90 0.138 IO 0.71 27.000 0.00 1.84 0.126 IO 0.68 27.083 0.00 1.78 0.113 IO 0.64 27.167 0.00 1.72 0.101 IO ( 0.61 27.250 0.00 1.67 0.089 IO ( 0.57 27.333 0.00 1.61 0.078 IO 0.54 27.417 0.00 1.56 0.067 IO 0.51 27.500 0.00 1.44 0.057 IO 0.46 27.583 0.00 1.21 0.048 IO 0.39 27.667 0.00 1.02 0.040 0 0.33 27.750 0.00 0.85 0.034 0 0.27 27.833 0.00 0.72 0.028 0 0.23 27.917 0.00 0.60 0.024 0 0.19 28.000 0.00 0.50 0.020 0 0.16 28.083 0.00 0.42 0.017 0 ( 0.14 28.167 0.00 0.35 0.014 0 0.11 28.250 0.00 0.30 0.012 0 0.10 28.333 0.00 0.25 0.010 0 ( 0.08 28.417 0.00 0.21 0.008 0 ( 0.07 28.500 0.00 0.18 0.007 0 0.06 28.583 0.00 0.15 0.006 0 0.05 28.667 0.00 0.12 0.005 0 0.04 28.750 0.00 0.10 0.004 0 0.03 28.833 0.00 0.09 0.003 0 0.03 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 346 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 13.574 (CFS) Total volume = 8.248 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** M FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 V I' m Study date: 12/06/04 --------------------------------------------------------------------- TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 25 YEAR STORM, 25 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572WD25 Allard Engineering, Fontana, California - SIN 643 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572wd25.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 318 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 43.863 (CFS) Total volume = 11.057 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + . .. + + + + + + + + + + + + Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 318 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.490 0.060 1.524 0.055 0.065 1.490 0.410 3.207 0.399 0.421 2.490 0.940 3.745 0.927 0.953 3.490 1.520 6.629 1.497 1.543 4.490 2.170 18.138 2.108 2.232 5.210 2.720 34.093 2.603 2.837 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------- - - - - -- Graph values: ' I ' = unit inflow; 1 0 1 = outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 11.0 21.93 32.90 43.86 (Ft.) 0.083 0.07 0.01 0.000 0 1 1 1 1 0.00 0.167 0.32 0.04 0.001 0 1 1 1 1 0.01 0.250 0.79 0.12 0.005 0 1 1 1 1 0.04 0.333 1.40 0.28 0.011 OI 1 1 1 1 0.09 0.417 1.98 0.50 0.020 OI 1 1 1 1 0.16 0.500 2.35 0.77 0.030 0I 1 1 1 1 0.25 0.583 2.58 1.04 0.041 OI 1 1 1 1 0.34 0.667 2.73 1.30 0.051 02 1 1 1 1 0.42 0.750 2.84 1.53 0.061 JOI I I 1 1 0.49 0.833 2.91 1.57 0.070 (OI I I 1 1 0.52 0.917 2.97 1.62 0.079 JOI I I 1 1 0.54 1.000 3.02 1.66 0.088 JOI I I 1 1 0.57 1.083 3.06 1.71 0.098 JOI I I 1 1 0.60 1.167 3.10 1.75 0.107 JOI ( I 1 1 0.62 1.250 3.13 1.80 0.116 JOI I I 1 1 0.65 1.333 3.16 1.84 0.126 JOI I I 1 1 0.68 1.417 3.19 1.88 0.135 JOI I I 1 1 0.70 1.500 3.21 1.93 0.144 JOI I I 1 1 0.73 1.583 3.23 1.97 0.152 JOI I I 1 1 0.75 1.667 3.25 2.01 0.161 JOI I I 1 1 0.78 1.750 3.27 2.05 0.169 JOI ( I 1 1 0.80 1.833 3.29 2.09 0.178 JOI I I 1 1 0.83 1.917 3.31 2.13 0.186 JOI 0.85 2.000 3.32 2.17 0.194 JOI 0.87 2.083 3.34 2.21 0.202 JOI 0.90 2.167 3.35 2.24 0.210 JOI 0.92 2.250 3.36 2.28 0.217 JOI 0.94 2.333 3.38 2.31 0.224 JOI 0.96 2.417 3.39 2.35 0.232 JOI 0.98 2.500 3.40 2.38 0.239 JOI 1.00 2.583 3.41 2.42 0.246 JOI 1.02 2.667 3.42 2.45 0.253 JOI 1.04 2.750 3.43 2.48 0.259 JOI 1.06 2.833 3.44 2.51 0.266 JOI 1 1.08 2.917 3.45 2.54 0.272 JOI 1 1.10 3.000 3.46 2.57 0.278 JOI 1.11 3.083 3.46 2.60 0.284 JOI 1.13 3.167 3.47 2.63 0.290 JOI 1 1.15 3.250 3.48 2.66 0.296 JOI 1 1.16 3.333 3.49 2.68 0.301 JOI 1.18 3.417 3.50 2.71 0.307 JOI 1.20 3.500 3.51 2.74 0.312 JOI 1.21 3.583 3.52 2.76 0.317 1 0 1.23 3.667 3.53 2.79 0.323 1 0 1.24 3.750 3.54 2.81 0.328 1 0 ( ( 1.25 3.833 3.55 2.83 0.333 1 0 1.27 3.917 3.56 2.86 0.337 0 1.28 4.000 3.56 2.88 0.342 0 1.30 4.083 3.57 2.90 0.347 0 1.31 4.167 3.58 2.93 0.351 0 1.32 4.250 3.59 2.95 0.356 0 ( 1.34 4.333 3.60 2.97 0.360 0 1.35 4.417 3.61 2.99 0.365 0 1.36 4.500 3.62 3.01 0.369 0 1.37 4.583 3.63 3.03 0.373 0 ( 1.38 4.667 3.64 3.05 0.377 0 1.40 4.750 3.65 3.07 0.381 0 1.41 4.833 3.66 3.09 0.385 0 1.42 4.917 3.68 3.11 0.389 0 1.43 5.000 3.69 3.13 0.393 0 1.44 5.083 3.70 3.14 0.397 0 1.45 5.167 3.71 3.16 0.401 0 1.46 5.250 3.72 3.18 0.404 0 1.47 5.333 3.73 3.20 0.408 ( 0 ( 1.48 5.417 3.74 3.21 0.412 0 1.49 5.500 3.75 3.21 0.416 0 1.50 5.583 3.76 3.22 0.419 0 1.51 5.667 3.78 3.22 0.423 0 1.51 5.750 3.79 3.22 0.427 0 1.52 5.833 3.80 3.23 0.431 0 1.53 5.917 3.81 3.23 0.435 0 1.54 6.000 3.82 3.24 0.439 0 ( 1.54 6.083 3.84 3.24 0.443 0 1.55 6.167 3.85 3.24 0.447 0 1.56 6.250 3.86 3.25 0.451 0 1.57 6.333 3.87 3.25 0.455 0 1.58 6.417 3.89 3.26 0.460 0 1.58 6.500 3.90 3.26 0.464 0 ( 1.59 6.583 3.91 3.27 0.468 0 ( 1.60 6.667 3.93 3.27 0.473 0 1.61 6.750 3.94 3.28 0.477 0 1.62 6.833 3.95 3.28 0.482 0 1.63 6.917 3.97 3.28 0.487 0 1.63 7.000 3.98 3.29 0.491 0 ( 1.64 7.083 3.99 3.29 0.496 0 1.65 7.167 4.01 3.30 0.501 O 1.66 7.250 4.02 3.30 0.506 0 1.67 7.333 4.04 3.31 0.511 0 1.68 7.417 4.05 3.31 0.516 ( 0 1.69 7.500 4.07 3.32 0.521 0 ( 1.70 7.583 4.08 3.33 0.526 0 1.71 7.667 4.10 3.33 0.532 0 1.72 7.750 4.11 3.34 0.537 OI 1.73 7.833 4.13 3.34 0.542 OI 1.74 7.917 4.15 3.35 0.548 OI 1.75 8.000 4.16 3.35 0.553 OI 1.76 8.083 4.18 3.36 0.559 OI 1.77 8.167 4.20 3.36 0.565 OI 1.78 8.250 4.21 3.37 0.570 OI 1.79 8.333 4.23 3.38 0.576 OI 1.80 8.417 4.25 3.38 0.582 OI 1.81 cl, 8.500 4.26 3.39 0.588 OI ( 1.83 8.583 4.28 3.39 0.594 0I 1.84 8.667 4.30 3.40 0.600 OI 1.85 8.750 4.32 3.41 0.607 OI 1.86 sl�l 8.833 4.34 3.41 0.613 0I 1.87 8.917 4.36 3.42 0.619 OI 1.89 9.000 4.38 3.43 0.626 0I 1.90 9.083 4.40 3.43 0.632 ( OI 1.91 9.167 4.42 3.44 0.639 ( OI 1.92 9.250 4.44 3.45 0.646 OI ( ( 1.94 9.333 4.46 3.45 0.653 OI 1.95 9.417 4.48 3.46 0.660 OI ( 1.96 9.500 4.50 3.47 0.667 OI 1.97 9.583 4.52 3.47 0.674 OI 1.99 9.667 4.54 3.48 0.681 OI ( 2.00 9.750 4.57 3.49 0.689 OI 2.02 9.833 4.59 3.50 0.696 OI ( 2.03 9.917 4.61 3.51 0.704 OI 2.04 10.000 4.64 3.51 0.711 0I 2.06 10.083 4.66 3.52 0.719 0I 2.07 10.167 4.69 3.53 0.727 0I ( 2.09 10.250 4.71 3.54 0.735 OI 2.10 10.333 4.74 3.55 0.743 0I 2.12 10.417 4.76 3.55 0.751 OI 2.13 10.500 4.79 3.56 0.760 0I 2.15 10.583 4.82 3.57 0.768 OI ( 2.17 10.667 4.84 3.58 0.777 0I 2.18 10.750 4.87 3.59 0.786 OI 2.20 10.833 4.90 3.60 0.795 OI 2.22 10.917 4.93 3.61 0.804 0I 2.23 11.000 4.96 3.62 0.813 OI 2.25 11.083 4.99 3.63 0.822 OI 2.27 11.167 5.02 3.64 0.832 OI 2.29 11.250 5.05 3.64 0.841 01 2.30 11.333 5.09 3.65 0.851 OI 2.32 11.417 5.12 3.66 0.861 01 2.34 11.500 5.15 3.68 0.871 OI 2.36 11.583 5.19 3.69 0..881 0I ( 2.38 11.667 5.23 3.70 0.892 0I 2.40 11.750 5.26 3.71 0.902 OI 2.42 11.833 5.30 3.72 0.913 OI 2.44 11.917 5.34 3.73 0.924 OI ( 2.46 12.000 5.38 3.74 0.935 OI ( 2.48 12.083 5.40 3.78 0.947 0I 2.50 12.167 5.39 3.83 0.958 OI 2.52 12.250 5.33 3.88 0.968 0I 2.54 12.333 5.24 3.93 0.978 0I 2.55 12.417 5.16 3.97 0.986 OI 2.57 12.500 5.13 4.01 0.994 01' 2.58 12.583 5.13 4.05 1.002 OI 2.60 12.667 5.15 4.09 1.009 0I 2.61 12.750 5.18 4.12 1.016 0 2.62 12.833 5.22 4.16 1.023 0 2.63 12.917 5.26 4.20 1.031 0 2.65 13.000 5.31 4.23 1.038 0 2.66 13.083 5.37 4.27 1.046 0 2.67 13.167 5.42 4.31 1.053 0 2.69 13.250 5.48 4.35 1.061 OI ( 2.70 13.333 5.55 4.39 1.069 OI 2.71 13.417 5.62 4.43 1.077 0I 2.73 13.500 5.69 4.47 1.085 OI 2.74 13.583 5.76 4.51 1.094 02 2.76 13.667 5.84 4.55 1.103 OI ( 2.77 13.750 5.92 4.60 1.112 OI ( 2.79 13.833 6.01 4.64 1.121 OI ( 2.80 13.917 6.10 4.69 1.130 OI 2.82 14.000 6.20 4.74 1.140 OI 2.84 14.083 6.30 4.79 1.151 0I ( 2.85 14.167 6.41 4.84 1.161 OI 2.87 14.250 6.53 4.90 1.172 OI 2.89 14.333 6.65 4.96 1.184 OI 2.91 14.417 6.78 5.02 1.196 OI ( 2.93 14.500 6.92 5.08 1.208 0 I 2.95 14.583 7.07 5.14 1.221 0 I ( 2.97 14.667 7.23 5.21 1.235 0 I 3.00 14.750 7.40 5.28 1.249 0 I 3.02 14.833 7.58 5.35 1.264 0 I ( ( 3.05 14.917 7.78 5.43 1.280 0 I 3.08 15.000 8.00 5.52 1.296 0I 3.10 15.083 8.23 5.60 1.314 0 I 3.13 15.167 8.49 5.70 1.332 0 I 3.17 15.250 8.78 5.80 1.352 0 I 3.20 15.333 9.11 5.90 1.374 0 I 3.24 15.417 9.41 6.01 1.396 0 I 3.28 15.500 9.62 6.13 1.420 0 Il 3.32 15.583 9.70 6.25 1.444 0 II 3.36 15.667 9.75 6.37 1.468 0 I) 3.40 15.750 9.96 6.49 1.491 ( 0 Il 3.44 15.833 10.52 6.61 1.517 0 Il I 1 1 3.48 15.917 11.58 7.08 1.546 0 I 1 1 1 3.53 16.000 13.55 7.71 1.581 0 lI 1 3.58 16.083 19.05 8.70 1.637 0 1 I 1 3.67 16.167 28.85 10.45 1.736 1 Ol 1 I 3.82 16.250 39.13 13.16 1.889 1 10 1 I 4.06 16.333 43.86 16.41 2.073 0 I) 4.34 16.417 40.60 20.10 2.238 0 I 4.58 16.500 30.07 22.87 2.333 0 I 4.70 16.583 23.07 23.54 2.356 IO 4.73 16.667 18.28 23.02 2.338 2 0 4.71 16.750 15.73 21.93 2.301 1 I 0l 4.66 16.833 13.71 20.62 2.256 1 2 O) 4.60 16.917 12.33 19.24 2.208 I 0 4.54 17.000 11.40 17.99 2.162 I 0 4.48 17.083 10.64 17.19 2.116 Il 0 1 4.41 17.167 9.96 16.40 2.072 Il 0 1 4.34 17.250 9.15 15.61 2.027 I ( 0 ( 4.27 17.333 8.68 14.84 1.984 I 0 4.20 17.417 8.20 14.10 1.942 I 0 ( 4.14 17.500 7.89 13.41 1.903 1 I 10 1 4.08 17.583 7.59 12.76 1.866 1 I 10 4.02 17.667 7.28 12.14 1.832 I 0 3.97 17.750 6.95 11.57 1.799 I 0 3.92 17.833 6.70 11.02 1.768 I 0 3.87 17.917 6.47 10.51 1.739 1 I 01 1 3.83 18.000 6.24 10.03 1.712 1 I 01 1 3.79 18.083 6.05 9.59 1.687 1 I 0 1 1 1 1 3.75 18.167 5.90 9.17 1.664 I 0 3.71 18.250 5.84 8.79 1.642 I 0 ( 3.68 18.333 5.85 8.45 1.623 I 0 3.65 ,raa 18.417 5.84 8.15 1.606 IO ( 3.62 18.500 5.78 7.89 1.591 IO 3.60 18.583 5.60 7.63 1.577 IO 3.58 18.667 5.43 7.39 1.563 ( I 0 3.56 18.750 5.35 7.16 1.550 I 0 3.54 18.833 5.28 6.95 1.538 I 0 3.52 18.917 5.21 6.75 1.527 ( IO 3.50 19.000 5.14 6.61 1.517 IO 3.48 19.083 5.07 6.56 1.506 IO 3.47 19.167 5.01 6.51 1.496 IO 3.45 19.250 4.95 6.46 1.486 IO 3.43 19.333 4.89 6.41 1.475 IO 3.41 19.417 4.84 6.36 1.465 IO 3.40 19.500 4.78 6.30 1.454 IO 3.38 19.583 4.73 6.25 1.444 IO 3.36 19.667 4.68 6.20 1.434 IO 3.34 19.750 4.64 6.15 1.423 IO 3.32 19.833 4.59 6.10 1.413 IO 3.31 19.917 4.54 6.04 1.402 IO 3.29 20.000 4.50 5.99 1.392 ( IO 3.27 20.083 4.46 5.94 1.382 IO 3.25 20.167 4.42 5.89 1.372 IO 3.23 20.250 4.38 5.84 1.362 IO 3.22 20.333 4.34 5.79 1.352 IO 3.20 20.417 4.31 5.74 1.342 IO 3.18 20.500 4.27 5.69 1.332 IO ( 3.17 20.583 4.23 5.64 1.322 IO 3.15 20.667 4.20 5.60 1.312 IO 3.13 20.750 4.17 5.55 1.303 IO 3.12 20.833 4.13 5.50 1.293 IO ( ( 3.10 20.917 4.10 5.46 1.284 ( IO 3.08 21.000 4.07 5.41 1.275 IO 3.07 21.083 4.04 5.36 1.265 IO 3.05 21.167 4.01 5.32 1.256 IO 3.04 21.250 3.98 5.27 1.247 IO 3.02 21.333 3.95 5.23 1.239 IO 3.00 21.417 3.93 5.19 1.230 IO 2.99 21.500 3.90 5.14 1.221 IO 2.98 21.583 3.87 5.10 1.213 IO 2.96 21.667 3.85 5.06 1.204 IO ( 2.95 21.750 3.82 5.02 1.196 IO ( 2.93 21.833 3.80 4.98 1.188 IO 2.92 21.917 3.78 4.94 1.180 IO 2.90 22.000 3.75 4.90 1.172 IO 2.89 22.083 3.73 4.86 1.164 IO 2.88 22.167 3.71 4.82 1.156 IO ( 2.86 22.250 3.69 4.78 1.149 IO ,2.85 22.333 3.67 4.75 1.141 IO 2.84 22.417 3.64 4.71 1.134 IO 2.82 22.500 3.62 4.67 1.127 IO 2.81 22.583 3.60 4.64 1.119 IO 2.80 22.667 3.58 4.60 1.112 IO 2.79 22.750 3.56 4.57 1.105 IO 2.78 22.833 3.55 4.53 1.099 IO 2.76 22.917 3.53 23.000 3.51 23.083 3.49 23.167 3.47 23.250 3.46 23.333 3.44 23.417 3.42 23.500 3.41 23.583 3.39 23.667 3.37 23.750 3.36 23.833 3.34 23.917 3.33 24.000 3.31 24.083 3.23 24.167 2.97 24.250 2.48 24.333 1.86 24.417 1.28 24.500 0.91 24.583 0.68 24.667 0.53 24.750 0.43 24.833 0.36 24.917 0.31 25.000 0.26 25.083 0.22 25.167 0.19 25.250 0.16 25.333 0.14 25.417 0.12 25.500 0.11 25.583 0.09 25.667 0.08 25.750 0.07 25.833 0.05 25.917 0.05 26.000 0.04 26.083 0.03 26.167 0.02 26.250 0.02 26.333 0.01 26.417 0.01 26.500 0.00 26.583 0.00 26.667 0.00 26.750 0.00 26.833 0.00 26.917 0.00 27.000 0.00 27.083 0.00 27.167 0.00 27.250 0.00 27.333 0.00 27.417 0.00 27.500 0.00 27.583 0.00 4.50 4.47 4.43 4.40 4.37 4.34 4.31 4.28 4.25 4.22 4.19 4.16 4.14 4.11 4.08 4.05 4.00 3.94 3.86 3.77 3.73 3.71 3.68 3.66 3.64 3.62 3.59 3.57 3.54 3.52 3.50 3.47 3.45 3.43 3.40 3.38 3.36 3.33 3.31 3.29 3.27 3.24 3.22 3.16 3.06 2.96 2.86 2.77 2.68 2.59 2.51 2.43 2.35 2.27 2.20 2.13 2.06 1.092 1.085 1.079 1.072 1.066 1.060 1.053 1.047 1.041 1.036 1.030 1.024 1.018 1.013 1.007 1.001 0.992 0.979 0.963 0.945 0.924 0.903 0.881 0.858 0.835 0.812 0.789 0.766 0.742 0.719 0.696 0.673 0.650 0.626 0.603 0.581 0.558 0.535 0.512 0.490 0.467 0.445 0.423 0.401 0.379 0.359 0.339 0.319 0.300 0.282 0.265 0.248 0.231 0.215 0.200 0.185 0.171 IO 2.75 IO 2.74 IO 2.73 IO 2.72 IO 2.71 IO 2.70 IO 2.69 IO 2.68 IO 2.66 IO ( 2.65 IO 2.64 IO 2.63 IO 2.63 0 2.62 0 ( 2.61 0 ( 2.59 li0 I 1 2.58 lIO 1 2.56 I 0 ( 2.53 I 0 ( 2.50 I 0 2.46 I 0 2.42 I 0 2.38 I 0 2.34 I 0 ( 2.29 I 0 2.25 I 0 2.21 I 0 2.16 I 0 2.12 I 0 2.07 I 0 2.03 I 0 1.99 I 0 1.94 I 0 1.90 I 0 1.86 I 0 1.81 I 0 1.77 I 0 1.73 I 0 1.68 2 0 1.64 I 0 1.60 I 0 1.56 I 0 1.51 I 0 1.46 I 0 1.40 I 0 1.34 I 0 1.29 I 0 1.23 IO 1.18 IO 1.13 IO 1.08 IO 1.03 IO 0.98 IO 0.93 IO 0.89 IO 0.85 IO 0.81 27.667 27.750 0.00 0.00 1.99 1.92 0.157 0.143 IO IO ( 0.77 0.73 27.833 0.00 1.86 0.130 IO 0.69 iz 27.917 0.00 1.80 0.118 IO 0.65 G 28.000 0.00 1.74 0.105 IO ( 0.62 28.083 0.00 1.69 0.094 IO ( 0.59 28.167 0.00 1.63 0.082 IO ( 0.55 28.250 0.00 1.58 0.071 IO 0.52 28.333 0.00 1.53 0.060 IO ( 0.49 28.417 0.00 1.29 0.051 0 0.41 28.500 0.00 1.08 0.043 0 0.35 28.583 0.00 0.91 0.036 0 0.29 28.667 0.00 0.76 0.030 0 0.25 28.750 0.00 0.64 0.025 0 0.21 28.833 0.00 0.54 0.021 0 0.17 28.917 0.00 0.45 0.018 0 0.14 29.000 0.00 0.38 0.015 0 0.12 29.083 0.00 0.32 0.012 0 0.10 29.167 0.00 0.27 0.010 0 0.09 29.250 0.00 0.22 0.009 0 0.07 29.333 0.00 0.19 0.007 0 0.06 29.417 0.00 0.16 0.006 0 0.05 29.500 0.00 0.13 0.005 0 0.04 29.583 0.00 0.11 0.004 0 0.04 29.667 0.00 0.09 0.004 0 0.03 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 356 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 23.542 (CFS) Total volume = 11.054 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - 45.000 .000 .000 .000 .000 .000 66.000 .000 .000 0 A T1 T2 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW T3 BY : E.I. l ='' SO 0999.250 416.830 1 416.830 R 1005.370 416.848 1 .014 TS 1009.730 416.861 2 .014 R 1054.770 417.002 2 .014 TS 1058.000 417.008 3 .014 R 1171.000 417.353 3 .014 TS 1175.000 417.368 4 .014 R 1222.230 417.510 4 .014 WE 1222.230 417.510 6 .200 TS 1226.230 417.522 7 .014 SH 1226.230 417.522 7 417.522 CD 1 3 0 .000 .583 6.000 .000 .000 .00 CD 2 3 0 .000 1.000 4.000 .000 .000 .00 CD 3 3 0 .000 1.500 4.000 .000 .000 .00 CD 4 3 0 .000 2.000 4.000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 CD 6 3 0 .000 5.500 6.000 .000 .000 .00 CD 7 2 0 .000 5.500 9.500 .000 .000 .00 Q 1.0 .0 Q 3.0 .0 Q 5.0 .0 Q 7.0 .0 Q 9.0 .0 - 45.000 .000 .000 .000 .000 .000 66.000 .000 .000 0 A 0 { 1 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 9:47:55 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water ( Q Vel Vel I Energy I Super JCriticalJFlow ToplHeight/ Base Wtj JNo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL JPrs /Pip L /Elem ICh Slope ( I I I SF Avel HF ISE DpthIFroude NJ Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .095 416.925 1.00 1.75 .05 416.97 .04 .10 6.00 .583 6.000 .00 0 .0 .102 .0029 .0061 .00 .13 1.00 .12 .014 .00 .00 BOX 999.352 416.830 .100 416.930 1.00 1.67 .04 416.97 .03 .10 6.00 I .583 1 6.000 .00 1 0 .0 .421 .0029 .0052 .00 .13 .93 .12 .014 .00 .00 BOX 999.773 416.832 .105 416.936 1.00 1.59 .04 416.98 .03 .10 6.00 .583 6.000 .00 0 .0 1.035 .0029 .0044 .00 .14 .87 .12 .014 .00 .00 BOX 1000.808 416.835 .110 416.944 1.00 1.52 .04 416.98 .03 .10 6.00 I .583 1 6.000 .00 1 0 .0 2.509 .0029 .0038 .01 .14 .81 .12 .014 .00 .00 BOX 1003.317 416.842 .115 416.957 1.00 1.45 .03 416.99 .03 .10 6.00 .583 6.000 .00 0 .0 2.052 .0029 .0035 .01 .14 .75 .12 .014 .00 .00 BOX 1005.369 416.848 .115 416.963 1.00 1.45 .03 417.00 .03 .10 6.00 I .583 1 6.000 .00 1 0 .0 HYDRAULIC JUMP 1005.370 416.848 .076 416.924 1.00 2.20 .08 417.00 .00 .10 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0101 .04 .08 1.41 .014 .00 .00 BOX 1009.730 416.861 .125 416.986 1.00 2.00 .06 417.05 .00 .12 4.00 1.000 4.000 .00 0 .0 .159 .0031 .0058 .00 .12 1.00 .15 .014 .00 .00 BOX 1009.889 416.861 .131 416.992 1.00 1.91 .06 417.05 .00 .12 4.00 1.000 4.000 .00 0 .0 .683 .0031 .0049 .00 .13 .93 .15 .014 .00 .00 BOX FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/06/04 TRACT 16572, WEST SIDE, FONTANA DEVELOPED CONDITION, 100 YEAR STORM, 100 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572WD100 Allard Engineering, Fontana, California - SIN 643 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572WD100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 317 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 57.158 (CFS) Total volume = 15.482 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 317 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.490 0.060 1.524 0.055 0.065 �t 1.490 0.410 3.207 0.399 0.421 2.490 0.940 3.745 0.927 0.953 Graph values: 'I'= unit inflow; '0'= outflow at time shown Time 3.490 1.520 4.490 2.170 6.904 19.296 1.496 1.544 2.104 2.236 5.490 2.720 34.020 2.603 2.837 (CFS) (Ac.Ft) .0 14.3 28.58 42.87 57.16 (Ft.) 0.083 Hydrograph --------------------------------------------------------------- Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; '0'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 14.3 28.58 42.87 57.16 (Ft.) 0.083 0.10 0.01 0.000 0 ( 0.00 0.167 0.49 0.05 0.002 0 0.02 0.250 1.22 0.18 0.007 0 ( ( 0.06 0.333 2.14 0.42 0.017 OI 0.14 0.417 3.00 0.77 0.030 OI 0.25 0.500 3.52 1.17 0.046 OI 0.38 0.583 3.85 1.53 0.062 0 I 0.50 0.667 4.06 1.61 0.079 0 I ( 0.54 0.750 4.21 1.70 0.096 0 2 0.59 0.833 4.32 1.78 0.113 0 I 0.64 0.917 4.40 1.86 0.131 JOI 1 0.69 1.000 4.47 1.95 0.148 JOI I I 1 0.74 1.083 4.54 2.03 0.165 JOI I 1 0.79 1.167 4.59 2.11 0.182 JOI I 1 0.84 1.250 4.64 2.19 0.199 101 1 1 0.89 1.333 4.68 2.27 0.216 JOI ( 1 0.94 1.417 4.71 2.35 0.233 JOI I 1 0.98 1.500 4.74 2.43 0.249 JOI I I 1 1.03 1.583 4.78 2.51 0.264 JOI I I 1 1.07 1.667 4.81 2.58 0.280 JOI I I 1 1.12 1.750 4.83 2.65 0.295 JOI I I 1 1.16 1.833 4.86 2.73 0.310 JOI I I 1 1.20 1.917 4.88 2.80 0.324 JOI I I 1 1.25 2.000 4.90 2.86 0.339 JOI I I 1 1.29 2.083 4.93 2.93 0.353 JOI I 1 1.33 2.167 4.94 3.00 0.366 JOI I 1 1.36 2.250 4.96 3.06 0.379 JOI I 1 1.40 2.333 4.98 3.12 0.392 JOI I 1 1.44 2.417 5.00 3.18 0.405 JOI I 1 1.48 2.500 5.02 3.21 0.417 JOI I I 1 1.50 2.583 5.03 3.23 0.430 JOI 1 1.53 2.667 5.04 3.24 0.442 JOI 1 1.55 2.750 5.05 3.25 0.455 JOI 1 1.57 2.833 5.06 3.26 0.467 JOI I I 1 1.60 2.917 5.07 3.28 0.479 JOI I 1 1.62 3.000 5.08 3.29 0.492 JOI I 1 1.64 3.083 5.10 3.30 0.504 101 1 1.67 3.167 5.11 3.32 0.516 JOI 1 1.69 3.250 5.12 3.33 0.529 (0I 1 1.71 3.333 5.13 3.34 0.541 JOI I 1 1.74 3.417 5.14 3.35 0.553 JOI 1 1.76 3.500 5.16 3.37 0.566 JOI ( ( 1.78 3.583 5.17 3.38 0.578 JOI 1.81 3.667 5.18 3.39 0.590 JOI 1 ( 1.83 3.750 5.19 3.40 0.603 JOI 1 1.85 3.833 5.21 3.42 0.615 JOI I I 1 1.88 3.917 5.22 3.43 0.627 JOI I I 1 1 1.90 4.000 5.23 3.44 0.640 JOI I I 1 1 1.92 A, 4.083 5.25 3.45 0.652 JOI I I 1 1 1.95 4.167 5.26 3.47 0.664 JOI I I 1 1.97 4.250 5.27 3.48 0.677 JOI I I 1 1.99 4.333 5.29 3.49 0.689 JOI I I 1 2.02 4.417 5.30 3.50 0.702 JOI I I 1 2.04 4.500 5.31 3.52 0.714 JOI I I 1 1 2.06 4.583 5.33 3.53 0.726 JOI I I 1 1 2.09 4.667 5.34 3.54 0.739 JOI I I 1 1 2.11 4.750 5.35 3.55 0.751 JOI I I 1 1 2.13 4.833 5.37 3.57 0.764 10 I 1 1 1 1 2.16 4.917 5.38 3.58 0.776 1 OI 2.18 5.000 5.40 3.59 0.788 1 OI 2.20 5.083 5.41 3.60 0.801 1 OI 2.23- 5.167 5.43 3.62 0.813 1 OI 2.25 5.250 5.44 3.63 0.826 1 OI 2.27 5.333 5.46 3.64 0.838 1 OI 2.30 5.417 5.47 3.65 0.851 1 OI ( 2.32 5.500 5.49 3.67 0.863 1 OI 2.35 5.583 5.50 3.68 0.876 1 OI ( 2.37 5.667 5.52 3.69 0.888 1 OI 2.39 5.750 5.54 3.71 0.901 1 0I 2.42 5.833 5.55 3.72 0.914 1 OI 2.44 5.917 5.57 3.73 0.926 1 OI 2.46 6.000 5.58 3.74 0.939 1 0I 2.49 6.083 5.60 3.81 0.952 1 OI 2.51 6.167 5.62 3.87 0.964 1 OI 2.53 6.250 5.64 3.94 0.976 1 OI 2.55 6.333 5.65 4.00 0.987 1 OI 2.57 6.417 5.67 4.06 0.998 1 OI 2.59 6.500 5.69 4.12 1.009 1 OI 2.61 6.583 5.71 4.18 1.020 1 OI 2.63 6.667 5.72 4.24 1.030 1 OI 2.65 6.750 5.74 4.29 1.040 1 OI ( 2.66 6.833 5.76 4.35 1.050 1 OI ( 2.68 6.917 5.78 4.40 1.060 1 OI 2.70 7.000 5.80 4.45 1.069 1 OI 2.71 7.083 5.82 4.50 1.078 1 OI 2.73 7.167 5.84 4.55 1.087 OI 2.74 7.250 5.86 4.60 1.096 OI 2.76 7.333 5.88 4.64 1.105 OI 2.77 7.417 5.90 4.69 1.113 0I 2.79 7.500 5.92 4.73 1.121 OI 2.80 7.583 5.94 4.78 1.130 OI 2.82 7.667 5.96 4.82 1.137 OI 2.83 7.750 5.98 4.86 1.145 0I 2.84 7.833 6.00 4.90 1.153 OI ( 2.86 7.917 6.02 4.94 1.160 1 OI 2.87 8.000 6.04 4.99 1.168 1 OI ( 2.88 8.083 6.07 5.02 1.175 1 OI 2.90 8.167 6.09 5.06 1.182 1 OI 2.91 8.250 6.11 5.10 1.189 1 OI 2.92 8.333 6.14 5.14 1.196 1 OI 2.93 8.417 6.16 5.18 1.203 1 OI 2.94 8.500 6.18 5.21 1.210 1 OI ( 2.95 8.583 6.21 5.25 1.216 1 01 2.97 8.667 6.23 5.28 1.223 0I 2.98 8.750 6.26 5.32 1.229 OI 2.99 8.833 6.28 5.36 1.236 OI 3.00 8.917 6.31 5.39 1.242 0 3.01 W 9.000 6.34 5.42 1.248 0 3.02 9.083 6.36 5.46 1.255 0 3.03 9.167 6.39 5.49 1.261 0 3.04 9.250 6.42 5.53 1.267 0 3.05 9.333 6.44 5.56 1.273 0 3.06 9.417 6.47 5.59 1.279 0 ( 3.07 9.500 6.50 5.63 1.285 0 3.09 9.583 6.53 5.66 1.291 0 3.10 9.667 6.56 5.69 1.297 0 3.11 9.750 6.59 5.72 1.303 0 3.12 9.833 6.62 5.76 1.309 0 3.13 9.917 6.65 5.79 1.315 0 3.14 10.000 6.68 5.82 1.321 ( 0 3.15 10.083 6.72 5.85 1.327 ( 0 ( ( 3.16 10.167 6.75 5.89 1.333 0 ( 3.17 10.250 6.78 5.92 1.339 0 3.18 10.333 6.82 5.95 1.345 0 3.19 10.417 6.85 5.98 1.351 0 3.20 10.500 6.89 6.02 1.357 0 3.21 10.583 6.93 6.05 1.363 0 ( 3.22 10.667 6.96 6.08 1.369 0 ( 3.23 10.750 7.00 6.11 1.375 0 3.24 10.833 7.04 6.15 1.381 0 3.25 10.917 7.08 6.18 1.387 ( 0 3.26 11.000 7.12 6.22 1.394 0 3.27 11.083 7.16 6.25 1.400 OI 3.28 11.167 7.20 6.28 1.406 OI 3.29 11.250 7.24 6.32 1.412 OI 3.30 11.333 7.29 6.35 1.419 OI 3.32 11.417 7.33 6.39 1.425 0I ( 3.33 11.500 7.38 6.42 1.432 OI 3.34 11.583 7.43 6.46 1.438 OI 3.35 11.667 7.47 6.50 1.445 0I 3.36 11.750 7.52 6.53 1.452 OI ( 3.37 11.833 7.57 6.57 1.459 OI 3.38 11.917 7.62 6.61 1.466 OI 3.40 12.000 7.68 6.65 1.473 OI 3.41 12.083 7.70 6.69 1.480 OI 3.42 12.167 7.66 6.72 1.487 OI 3.43 12.250 7.52 6.75 1.492 OI 3.44 12.333 7.33 6•.78 1.497 OI 3.45 12.417 7.16 6.80 1.500 0I 3.46 12.500 7.09 6.81 1.502 0 3.46 12.583 7.07 6.82 1.504 0 3.46 12.667 7.08 6.83 1.506 0 3.47 12.750 7.12 6.84 1.508 0 ( 3.47 12.833 7.17 6.85 1.510 OI 3.47 12.917 7.22 6.86 1.512 OI 3.48 13.000 7.29 6.88 1.515 0I 3.48 13.083 7.36 6.89 1.518 OI 3.49 13.167 7.43 6.93 1.521 OI ( 3.49 13.250 7.51 6.99 1.525 ( OI 3.50 13.333 7.60 7.06 1.528 OI 3.50 13.417 7.69 7.13 1.532 02 3.51 13.500 7.79 7.21 1.536 0 3.51 13.583 7.89 7.29 1.540 0 3.52 13.667 7.99 7.37 1.544 0 3.53 13.750 8.10 7.45 1.549 0 3.53 13.833 8.22 7.54 1.553 0 3.54 13.917 8.35 7.63 1.558 0 3.55 14.000 8.48 7.73 1.563 0 ( 3.56 14.083 8.62 7.83 1.568 0 3.56 14.167 8.76 7.93 1.574 0 ( 3.57 14.250 8.92 8.05 1.580 0 3.58 14.333 9.09 8.16 1.586 0I 3.59 14.417 9.27 8.29 1.593 OI ( 3.60 14.500 9.46 8.42 1.600 OI 3.61 14.583 9.66 8.56 1.607 0I 3.62 14.667 9.88 8.71 1.615 OI ( ( 3.64 14.750 10.11 8.87 1.623 0I 3.65 14.833 10.36 9.04 1.632 0 3.66 14.917 10.63 9.22 1.641 0 3.68 15.000 10.93 9.41 1.651 OI 3.69 15.083 11.25 9.62 1.662 OI ( 3.71 15.167 11.60 9.84 1.674 OI ( ( 3.73 15.250 12.00 10.08 1.687 0I 3.75 15.333 12.44 10.34 1.700 02 3.77 15.417 12.85 10.63 1.715 ( 0 Il ( 3.79 15.500 13.12 10.92 1.731 1 OIl ( 3.81 15.583 13.20 11.19 1.745 OIl 3.84 '* 15.667 13.24 11.44 1.758 OIl 1 3.86 15.750 13.52 11.68 1.771 oil 1 3.88 `�✓ 15.833 14.31 11.96 1.785 0 I 3.90 15.917 15.77 12.34 1.805 0 I 3.93 16.000 18.45 12.93 1.836 1 0l I 1 3.98 16.083 25.69 14.05 1.895 1 01 I 1 1 4.07 16.167 38.50 16.27 2.012 1 10 I 4.25 16.250 51.62 20.02 2.197 0 I 4.54 16.333 57.16 25.82 2.414 0 I 4.93 16.417 51.94 30.67 2.595 10 I 5.26 16.500 38.19 33.10 2.686 1 0 I I 5.43 16.583 29.45 33.22 2.690 I 0 5.44 16.667 23.80 32.11 2.649 I 10 5.36 16.750 20.56 30.43 2.586 I 10 1 5.25 16.833 18.03 28.55 2.516 ( I 0l ( 5.12 16.917 16.39 26.64 2.444 lI 0 1 4.99 17.000 15.17 24.80 2.376 I 0 1 4.86 17.083 14.20 23.10 2.312 II 0 1 4.75 17.167 13.20 21.51 2.253 Il 0 1 4.64 17.250 12.27 20.03 2.197 I 1 0 4.54 17.333 11.60 18.83 2.146 I 0 4.45 17.417 11.04 17.91 2.097 I 0 4.38 17.500 10.62 17.04 2.051 I 10 4.31 17.583 10.22 16.22 2.009 I 10 4.24 17.667 9.74 15.45 1.968 I 0 4.18 17.750 9.37 14.73 1.930 I 0 4.12 17.833 9.02 14.04 1.895 I 0l 1 4.07 17.917 8.73 13.41 1.861 I 01 1 4.01 18.000 8.41 12.81 1.830 I 01 3.97 18.083 8.18 12.25 1.801 I 0 1 3.92 18.167 8.01 18.250 8.01 18.333 8.07 18.417 8.10 18.500 7.93 18.583 7.74 18.667 7.66 18.750 7.58 18.833 7.49 18.917 7.40 19.000 7.31 19.083 7.23 19.167 7.15 19.250 7.07 19.333 7.00 19.417 6.93 19.500 6.86 19.583 6.79 19.667 6.73 19.750 6.67 19.833 6.60 19.917 6.55 20.000 6.49 20.083 6.43 20.167 6.38 20.250 6.33 20.333 6.28 20.417 6.23 20.500 6.18 20.583 6.13 20.667 6.09 20.750 6.04 20.833 6.00 20.917 5.95 21.000 5.91 21.083 5.87 21.167 5.83 21.250 5.79 21.333 5.76 21.417 5.72 21.500 5.68 21.583 5.65 21.667 5.61 21.750 5.58 21.833 5.55 21.917 5.52 22.000 5.48 22.083 5.45 22.167 5.42 22.250 5.39 22.333 5.36 22.417 5.34 22.500 5.31 22.583 5.28 22.667 5.25 22.750 5.23 22.833 5.20 11.74 11.28 10.88 10.54 10.23 9.93 9.66 9.41 9.18 8.96 8.76 8.58 8.41 8.25 8.10 7.96 7.83 7.71 7.59 7.48 7.37 7.28 7.18 7.09 7.01 6.93 6.89 6.86 6.84 6.82 6.79 6.76 6.74 6.71 6.68 6.65 6.62 6.59 6.56 6.53 6.50 6.47 6.44 6.41 6.38 6.35 6.31 6.28 6.25 6.22 6.19 6.16 6.13 6.10 6.07 6.04 6.01 1.774 1.750 1.729 1.711 1.694 1.679 1.664 1.651 1.639 1.628 1.618 1.608 1.599 1.591 1.583 1.575 1.569 1.562 1.556 1.550 1.545 1.540 1.535 1.530 1.526 1.521 1.517 1.513 1.508 1.504 1.499 1.494 1.489 1.484 1.479 1.473 1.468 1.463 1.457 1.451 1.446 1.440 1.435 1.429 1.423 1.417 1.412 1.406 1.400 1.395 1.389 1.383 1.378 1.372 1.366 1.361 1.355 1 0 1 I I I 3.88 I O I I I I 3.84 I O ( I I I 3.81 IO I I ( I 3.78 IO I I I I 3.76 IO I I I I 3.73 IO ( ( I I 3.71 IO ( ( I I 3.69 IO I I I I 3.67 IO ( ( I I 3.66 0 I I I I 3.64 0 I ( I I 3.63 0 I ( I I 3.61 Io I I I I 3.60 IO I I I I 3.59 Io I I I I 3.58 IO I I I I 3.56 Io I I I I 3.55 IO I I ( I 3.55 Io i I I I 3.54 IO I I I I 3.53 IO I I I I 3.52 IO I I I I 3.51 0 I I I I 3.51 0 I I I 3.50 0 I I I 3.49 0 I I I 3.49 0 I I I I 3.48 0 I I I I 3.47 0 I I ( I 3.46 0 I I I I 3.45 0 I I I I 3.45 0 I I I 3.44 0 I I I I 3.43 0 I ( I 3.42 0 I I I I 3.41 0 ( I I I 3.40 0 I I I I 3.39 0 ( I I 3.38 0 I 3.37 0 I I I I 3.36 0 I ( I I 3.35 0 I I I I 3.34 0 I I I 3.33 0 I I I I 3.32 0 I I I I 3.31 0 I I I I 3.30 0 I I I 3.29 0 I I I 3.28 0 I I I I 3.27 0 I I I I 3.26 IO I I I I 3.25 IO I I I ( 3.24 IO I I I I 3.23 IO I I I 3.22 Io I I I I 3.22 IO I I ( I 3.21 22.917 5.18 5.98 1.350 IO 3.20 23.000 5.15 5.95 1.344 IO 3.19 23.083 5.13 5.92 1.339 IO ( 3.18 23.167 5.10 5.89 1.333 IO 3.17 23.250 5.08 5.86 1.328 IO 3.16 23.333 5.06 5.83 1.323 IO 3.15 23.417 5.03 5.80 1.317 IO ( 3.14 23.500 5.01 5.77 1.312 IO 3.13 23.583 4.99 5.74 1.307 IO 3.12 23.667 4.97 5.71 1.302 IO 3.11 23.750 4.95 5.69 1.296 IO 3.10 23.833 4.92 5.66 1.291 IO 3.10 23.917 4.90 5.63 1.286 IO 3.09 24.000 4.88 5.60 1.281 IO ( 3.08 24.083 4.76 5.58 1.276 IO 3.07 24.167 4.36 5.54 1.269 IO 3.06 24.250 3.61 5.48 1.259 IO 3.04 24.333 2.68 5.39 1.243 1I 0 1 3.01 24.417 1.81 5.28 1.222 JIO ( 2.98 24.500 1.29 5.14 1.196 I 0 2.93 24.583 0.96 4.99 1.169 I 0 2.89 24.667 0.75 4.84 1.141 I 0 2.84 24.750 0.61 4.69 1.113 I 0 2.79 24.833 0.51 4.54 1.085 I 0 2.74 24.917 0.43 4.39 1.058 I 0 2.69 25.000 0.37 4.24 1.031 I 0 ( 2.65 25.083 0.31 4.10 1.004 I 0 2.60 25.167 0.26 3.96 0.979 I 0 2.56 25.250 0.23 3.82 0.954 I 0 2.51 25.333 0.20 3.73 0.929 I 0 2.47 25.417 0.17 3.71 0.905 I 0 2.42 25.500 0.15 3.68 0.880 I 0 2.38 25.583 0.12 3.66 0.856 I 0 2.33 25.667 0.10 3.64 0.832 I 0 2.29 25.750 0.09 3.61 0.807 I 0 2.24 25.833 0.07 3.59 0.783 I 0 2.19 25.917 0.06 3.56 0.759 IO 2.15 26.000 0.05 3.54 0.735 IO 2.10 26.083 0.04 3.51 0.711 IO 2.06 26.167 0.03 3.49 0.687 IO 2.01 26.250 0.02 3.46 0.663 IO 1.97 26.333 0.01 3.44 0.640 IO 1.92 26.417 0.00 3.42 0.616 IO 1.88 26.500 0.00 3.39 0.593 IO 1.83 26.583 0.00 3.37 0.569 IO 1.79 26.667 0.00 3.35 0.546 IO 1.75 26.750 0.00 3.32 0.523 IO 1.70 26.833 0.00 3.30 0.500 IO 1.66 26.917 0.00 3.28 0.478 IO 1.62 27.000 0.00 3.25 0.455 IO 1.58 27.083 0.00 3.23 0.433 IO ( 1.53 27.167 0.00 3.21 0.411 IO 1.49 27.250 0.00 3.11 0.389 IO 1.43 27.333 0.00 3.01 0.368 IO 1.37 27.417 0.00 2.91 0.348 IO 1.31 27.500 0.00 2.81 0.328 IO ( 1.26 27.583 0.00 2.72 0.309 IO 1.20 27.667 0.00 2.63 0.290 IO ( 1.15 27.750 0.00 2.55 0.273 IO 1.10 27.833 0.00 2.46 0.255 IO 1.05 27.917 0.00 2.38 0.239 IO 1.00 28.000 0.00 2.31 0.223 IO 0.95 28.083 0.00 2.23 0.207 IO ( 0.91 28.167 0.00 2.16 0.192 IO 0.87 28.250 0.00 2.09 0.177 IO 0.82 28.333 0.00 2.02 0.163 IO 0.78 28.417 0.00 1.95 0.149 IO 0.75 28.500 0.00 1.89 0.136 IO 0.71 28.583 0.00 1.83 0.123 IO 0.67 28.667 0.00 1.77 0.111 0 0.64 28.750 0.00 1.71 0.099 0 0.60 28.833 0.00 1.66 0.087 0 0.57 28.917 0.00 1.60 0.076 0 0.54 29.000 0.00 1.55 0.065 0 ( 0.51 29.083 0.00 1.40 0.055 0 0.45 29.167 0.00 1.18 0.046 0 0.38 29.250 0.00 0.99 0.039 0 0.32 29.333 0.00 0.83 0.033 0 0.27 29.417 0.00 0.69 0.027 0 0.22 29.500 0.00 0.58 0.023 0 0.19 29.583 0.00 0.49 0.019 O 0.16 29.667 0.00 0.41 0.016 0 0.13 29.750 0.00 0.34 0.014 0 0.11 29.833 0.00 0.29 0.011 0 0.09 29.917 0.00 0.24 0.010 0 0.08 30.000 0.00 0.20 0.008 0 0.07 30.083 0.00 0.17 0.007 0 0.05 30.167 0.00 0.14 0.006 0 0.05 30.250 0.00 0.12 0.005 0 0.04 30.333 0.00 0.10 0.004 0 0.03 30.417 0.00 0.08 0.003 0 0.03 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 33.221 (CFS) Total volume = 15.479 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** n n n TRACT 16572 WEST SIDE, FONTANA RATIONAL METHOD OUTFLOW routin PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 6.92 6.23 3.76 ok 10 20.65 18.59 13.57 ok 25 27.94 25.15 23.54 ok 100 37.18 33.46 33.22 ok M F) Emergency Spillway Calculations 51 WES"C S � bE s6tasLD C-V-'E%TWfl W �E1CZ GAL [ v� AZ 1aA1 C: Z.bZ 1'*U.b -- SP�LLWaf VA*k . W Rim um%R " 3 � sQo� �*'t1A1� � t4Z.Z•.�a m 14%1..1 Dmt4 OP �� DRSitJ .k C::" "`.� ".�►'. C>. kxo�o = 1 . % '` 0. ko0 : 1.04 x * q.q\ ; 61 +kk- 4S i L = A AP n n TRACT 16572 WEST SIDE, FONTANA TIME REQUIRED TO EMPTY DETENTION BASIN STORM EVENT hAINING W INING W4 DEPTH OF I OUTFLOW I AVERAGE IME TO EMPTY E TO EMP IN THE BASI THE BASI WATER I I OUTFLOW I THE BASIN HE BASIN YEAR AC -FT I CU -FT FT CFS I CFS SEC HOURS 1001 01 01 01 01 01 0 0.0 The basin reaches its peak depth /volume at 16.583 hours in to the 100 year storm event (depth = 5.19 feet) The calcs shows 0.00 feet of water remains in the basin at 29.833 hours. Calculations shows that the basin is completely empty 13.25 hours later than thebasin reaches the peak depth /volum ( *) From Flood Hydrograph Routing Program G) Storm Drain W.S.P.G.W. and CMP Riser Calculations M C7 :�g T1 TRACT 16572, WEST SIDE, FONTANA 0 T2 LINE A STORM DRAIN T3 ULTIMATE CONDITION BY E.I. SO 1003.7901413.030 1 1414.793 R 1014.1101413.110 1 .013 .000 .000 0 R 1061.2401413.490 1 .013 45.000 .000 0 R 1297.6701415.380 1 .013 .000 .000 0 JX 1302.3301415.420 2 .013 R 1315.4001418.990 2 .013 .000 .000 0 JX 1323.2501419.020 3 .013 R 1331.7801419.040 3 .013 .000 .000 0 JX 1336.7801419.060 5 4 .013 9.23 1419.520 45.0 .000 R 1359.8501419.130 5 .013 .000 .000 0 WE 1359.8501419.130 6 .500 SH 1359.8501419.130 6 1419.130 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 2 0 .000 4.490 10.000 .000 .000 .00 Q 9.230 .0 :�g FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:12:46:49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * ** * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * * * ** 1003.790 1413.030 1.763 1414.793 18.46 4.27 .28 1415.08 .00 1.38 2.95 3.000 .000 .00 1 .0 6.783 .0077 .0019 .01 1.76 .62 1.16 .013 .00 .00 PIPE 1010.573 1413.083 1.695 1414.778 18.46 4.48 .31 1415.09 .00 1.38 2.97 3.000 .000 .00 1 .0 3.537 .0077 .0021 .01 1.70 .67 1.16 .013 .00 .00 PIPE 1014.110 1413.110 1.658 1414.768 18.46 4.61 .33 1415.10 .03 1.38 2.98 3.000 .000 .00 1 .0 1.225 .0081 .0022 .00 1.69 .70 1.14 .013 .00 .00 PIPE 1015.335 1413.120 1.658 1414.778 18.46 4.61 .33 1415.11 .03 1.38 2.98 3.000 .000 .00 1 .0 HYDRAULIC JUMP 1015.335 1413.120 1.139 1414.259 18.46 7.50 .87 1415.13 .08 1.38 2.91 3.000 .000 .00 1 .0 45.905 .0081 .0082 .37 1.22 1.44 1.14 .013 .00 .00 PIPE 1061.240 1413.490 1.139 1414.629 18.46 7.50 .87 1415.50 .00 1.38 2.91 3.000 .000 .00 1 .0 61.791 .0080 .0087 .54 1.14 1.44 1.15 .013 .00 .00 PIPE 1123.031 1413.984 1.102 1415.086 18.46 7.84 .95 1416.04 .00 1.38 2.89 3.000 .000 .00 1 .0 30.419 .0080 .0099 .30 1.10 1.53 1.15 .013 .00 .00 PIPE 1153.451 1414.227 1.064 1415.291 18.46 8.22 1.05 1416.34 .00 1.38 2.87 3.000 .000 .00 1 .0 20.737 .0080 .0113 .23 1.06 1.64 1.15 .013 .00 .00 PIPE 1174.188 1414.393 1.027 1415.420 18.46 8.62 1.15 1416.57 .00 1.38 2.85 3.000 .000 .00 1 .0 16.531 .0080 .0129 .21 1.03 1.75 1.15 .013 .00 .00 PIPE n n n FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time-.12-46-49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 1190.719 1414.525 .992 1415.517 18.46 9.04 1.27 1416.79 .00 1.38 2.82 3.000 .000 .00 1 .0 13.910 .0080 .0147 .20 .99 1.87 1.15 .013 .00 .00 PIPE 1204.629 1414.636 .958 1415.594 18.46 9.48 1.40 1416.99 .00 1.38 2.80 3.000 .000 .00 1 .0 12.282 .0080 .0168 .21 .96 2.00 1.15 .013 .00 .00 PIPE 1216.911 1414.734 .926 1415.661 18.46 9.95 1.54 1417.20 .00 1.38 2.77 3.000 .000 .00 1 .0 10.914 .0080 .0191 .21 .93 2.14 1.15 .013 .00 .00 PIPE 1227.825 1414.822 .894 1415.716 18.46 10.43 1.69 1417.41 .00 1.38 2.74 3.000 .000 .00 1 .0 10.026 .0080 .0219 .22 .89 2.29 1.15 .013 .00 .00 PIPE 1237.851 1414.902 .864 1415.766 18.46 10.94 1.86 1417.62 .00 1.38 2.72 3.000 .000 .00 1 .0 9.240 .0080 .0250 .23 .86 2.45 1.15 .013 .00 .00 PIPE 1247.091 1414.976 .835 1415.811 18.46 11.48 2.04 1417.86 .00 1.38 2.69 3.000 .000 .00 1 .0 8.590 .0080 .0285 .25 .84 2.61 1.15 .013 .00 .00 PIPE 1255.682 1415.044 .807 1415.852 18.46 12.04 2.25 1418.10 .00 1.38 2.66 3.000 .000 .00 1 .0 8.038 .0080 .0326 .26 .81 2.79 1.15 .013 .00 .00 PIPE 1263.720 1415.109 .780 1415.889 18.46 12.62 2.47 1418.36 .00 1.38 2.63 3.000 .000 .00 1 .0 7.559 .0080 .0373 .28 .78 2.98 1.15 .013 .00 .00 PIPE 1271.279 1415.169 .754 1415.923 18.46 13.24 2.72 1418.64 .00 1.38 2.60 3.000 .000 .00 1 .0 7.136 .0080 .0426 .30 .75 3.19 1.15 .013 .00 .00 PIPE n n n FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:12:46:49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1278.415 1415.226 .729. 1415.955 18.46 13.89 2.99 1418.95 .00 1.38 2.57 3.000 .000 .00 1 .0 6.756 .0080 .0488 .33 .73 3.40 1.15 .013 .00 .00 PIPE 1285.171 1415.280 .705 1415.985 18.46 14.56 3.29 1419.28 .00 1.38 2.54 3.000 .000 .00 1 .0 6.411 .0080 .0558 .36 .71 3.64 1.15 .013 .00 .00 PIPE 1291.581 1415.331 .682 1416.013 18.46 15.27 3.62 1419.64 .00 1.38 2.51 3.000 .000 .00 1 .0 6.089 .0080 .0638 .39 .68 3.88 1.15 .013 .00 .00 PIPE 1297.670 1415.380 .660 1416.040 18.46 16.02 3.98 1420.02 .00 1.38 2.49 3.000 .000 .00 1 .0 JUNCT STR 0086 .0719 .34 .66 4.15 .013 .00 .00 PIPE 1302.330 1415.420 .643 1416.063 18.46 16.63 4.30 1420.36 .00 1.38 2.46 3.000 .000 .00 1 .0 1.742 .2731 .0712 .12 .64 4.37 .47 .013 .00 .00 PIPE 1304.073 1415.896 .663 1416.559 18.46 15.89 3.92 1420.48 .00 1.38 2.49 3.000 .000 .00 1 .0 1.583 .2731 .0624 .10 .66 4.10 .47 .013 .00 .00 PIPE 1305.656 1416.328 .686 1417.015 18.46 15.15 3.57 1420.58 .00 1.38 2.52 3.000 .000 .00 1 .0 1.378 .2731 .0546 .08 .69 3.84 .47 .013 .00 .00 PIPE 1307.034 1416.705 .709 1417.414 18.46 14.45 3.24 1420.66 .00 1.38 2.55 3.000 .000 .00 1 .0 1.201 .2731 .0477 .06 .71 3.60 .47 .013 .00 .00 PIPE 1308.234 1417.033 .733 1417.766 18.46 13.78 2.95 1420.71 .00 1.38 2.58 3.000 .000 .00 1 .0 1.045 .2731 .0417 .04 .73 3.37 .47 .013 .00 .00 PIPE 0 0 0 FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:12:46:49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. xx+++++++ x+++++++++ xxxxxxxxxxx+++ x++++ xxxxxxxxxxxx+ xxx+ xxx++++++ xxxxxx+++++++++++ x++++ x++++ + +x +xxxxxx +xx+x + + + + + + « + « + + + ++ ++ + « + « + « «« Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem +++++ xxxxlxxx+ ICh Slope I xxxx+ x+++++++ I xxxxxxxxxlxxxx+ I x++ xl+ xxxxxxlxxxxxxxlx+++ SF Avel HF ISE xxxxxxxxxxxxl++ DpthIFroude NINorm xxx+ x +I Dp + +xxxx +xxxx I "N" +x + + I X -Fall + + + + « +I ZR + + + ++ IType Ch I « « « « « «« 1309.280 1417.318 .759 1418.077 18.46 13.14 2.68 1420.76 .00 1.38 2.61 3.000 .000 .00 1 .0 .919 .2731 .0365 .03 .76 3.15 .47 .013 .00 .00 PIPE 1310.199 1417.569 .785 1418.354 18.46 12.52 2.44 1420.79 .00 1.38 2.64 3.000 .000 .00 1 .0 .806 .2731 .0319 .03 .79 2.95 .47 .013 .00 .00 PIPE 1311.005 1417.789 .812 1418.602 18.46 11.94 2.21 1420.82 .00 1.38 2.67 3.000 .000 .00 1 .0 .707 .2731 .0279 .02 .81 2.76 .47 .013 .00 .00 PIPE 1311.712 1417.982 .840 1418.823 18.46 11.39 2.01 1420.84 .00 1.38 2.69 3.000 .000 .00 1 .0 .619 .2731 .0244 .02 .84 2.59 .47 .013 .00 .00 PIPE 1312.331 1418.151 .869 1419.021 18.46 10.86 1.83 1420.85 .00 1.38 2.72 3.000 .000 .00 1 .0 .538 .2731 .0214 .01 .87 2.42 .47 .013 .00 .00 PIPE 1312.868 1418.298 .900 1419.198 18.46 10.35 1.66 1420.86 .00 1.38 2.75 3.000 .000 .00 1 .0 .473 .2731 .0187 .01 .90 2.26 .47 .013 .00 .00 PIPE 1313.341 1418.427 .931 1419.359 18.46 9.87 1.51 1420.87 .00 1.38 2.78 3.000 .000 .00 1 .0 .407 .2731 .0164 .01 .93 2.12 .47 .013 .00 .00 PIPE 1313.748 1418.539 .964 1419.503 18.46 9.41 1.37 1420.88 .00 1.38 2.80 3.000 .000 .00 1 .0 .352 .2731 .0144 .01 .96 1.98 .47 .013 .00 .00 PIPE 1314.099 1418.635 .998 1419.633 18.46 8.97 1.25 1420.88 .00 1.38 2.83 3.000 .000 .00 1 .0 .302 .2731 .0126 .00 1.00 1.85 .47 .013 .00 .00 PIPE 1 FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:12:46:49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. * *** ************************************************************************************** ** * *** ** ** * * * ** ** **** * * ******** *** ** *** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope I SF Ave HF SE Dpth Froude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1* * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1* * * * * * ** * * * * * ** * * * * * ** 1 1314.401 1418.717 1.033 1419.750 18.46 8.55 1.14 1420.89 .00 1.38 2.85 3.000 .000 .00 1 .0 .253 .2731 .0110 .00 1.03 1.73 .47 .013 .00 .00 PIPE 1 1314.654 1418.786 1.070 1419.856 18.46 8.16 1.03 1420.89 .00 1.38 2.87 3.000 .000 .00 1 .0 .212 .2731 .0097 .00 1.07 1.62 .47 .013 .00 .00 PIPE 1 1314.866 1418.844 1.108 1419.952 18.46 7.78 .94 1420.89 .00 1.38 2.90 3.000 .000 .00 1 .0 .171 .2731 .0085 .00 1.11 1.51 .47 .013 .00 .00 PIPE 1 1315.038 1418.891 1.148 1420.039 18.46 7.41 .85 1420.89 .00 1.38 2.92 3.000 .000 .00 1 .0 .134 .2731 .0074 .00 1.15 1.41 .47 .013 .00 .00 PIPE 1 1315.172 1418.928 1.190 1420.118 18.46 7.07 .78 1420.89 .00 1.38 2.94 3.000 .000 .00 1 .0 .103 .2731 .0065 .00 1.19 1.32 .47 .013 .00 .00 PIPE 1 1315.275 1418.956 1.233 1420.189 18.46 6.74 .71 1420.89 .00 1.38 2.95 3.000 .000 .00 1 .0 .072 .2731 .0057 .00 1.23 1.23 .47 .013 .00 .00 PIPE 1 1315.346 1418.975 1.278 1420.253 18.46 6.43 .64 1420.89 .00 1.38 2.97 3.000 .000 .00 1 .0 .042 .2731 .0050 .00 1.28 1.15 .47 .013 .00 .00 PIPE 1315.389 1418.987 1.325 1420.312 18.46 6.13 .58 1420.90 .00 1.38 2.98 3.000 .000 .00 1 .0 .011 .2731 .0044 .00 1.33 1.07 .47 .013 .00 .00 PIPE 1315.400 1418.990 1.376 1420.366 18.46 5.84 .53 1420.90 .00 1.38 2.99 3.000 .000 .00 1 .0 JUNCT STR .0038 .0040 .03 1.38 1.00 .013 .00 .00 PIPE FILE: 165721inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:12:46:49 TRACT 16572, WEST SIDE, FONTANA LINE A STORM DRAIN ULTIMATE CONDITION BY E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj jNo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1323.250 1419.020 1.406 1420.426 18.46 5.68 .50 1420.93 .00 1.38 2.99 3.000 .000 .00 1 .0 5.369 .0023 .0036 .02 1.41 .96 1.62 .013 .00 .00 PIPE 1328.619 1419.033 1.458 1420.491 18.46 5.41 .45 1420.95 .00 1.38 3.00 3.000 .000 .00 1 .0 3.161 .0023 .0033 .01 1.46 .89 1.62 .013 .00 .00 PIPE 1331.780 1419.040 1.473 1420.513 18.46 5.35 .44 1420.96 .00 1.38 3.00 3.000 .000 .00 1 .0 JUNCT STR 0040 .0024 .01 1.47 .88 .013 .00 .00 PIPE 1336.780 1419.060 1.958 1421.018 9.23 2.95 .14 1421.15 .00 1.08 .57 2.000 .000 .00 1 .0 23.070 .0030 .0015 .03 1.96 .22 1.28 .013 .00 .00 PIPE 1359.850 1419.130 1.920 1421.050 9.23 2.98 .14 1421.19 .00 1.08 .78 2.000 .000 .00 1 .0 WALL ENTRANCE 1359.850 1419.130 2.187 1421.317 9.23 .42 .00 1421.32 .00 .30 10.00 4.490 10.000 .00 0 .0 T1 CYPRESS AVENUE, FONTANA 0 T2 STORM DRAIN FROM BASELINE TO WALNUT A T3 ULTIMATE CONDITION BY: E.I. SO 1051.3401393.550 1 1404.000 R 1120.0001395.010 1 .013 .000 .000 0 JX 1124.8001395.120 3 2 .013 26.700 1401.400 45.0 .000 R 1330.0001399.490 3 .013 .000 .000 0 JX 1334.8001399.600 5 4 .013 21.400 1406.200 45.0 .000 R 1409.8601406.800 19 .013 .000 .000 0 JX 1414.6601406.870 20 .013 R 1620.0001409.870 5 .013 .000 .000 0 JX 1624.8001409.940 7 6 .013 9.800 1412.300 45.0 .000 R 1787.8101412.220 7 .013 .000 .000 0 JX 1798.2901412.760 9 15 .013 20.200 1412.490 30.0 .000 R 1904.3301418.500 13 .013 .000 .000 0 JX 1912.3401418.580 21 .013 R 1920.0001418.780 9 .013 .000 .000 0 JX 1924.8001418.800 11 10 .013 46.500 1419.470 45.0 .000 R 2280.0001424.160 11 .013 .000 .000 0 JX 2284.8001424.250 13 12 .013 9.500 1425.000 45.0 .000 R 2700.0001431.350 13 .013 .000 .000 0 JX 2704.8001431.850 15 14 .013 35.400 1436.000 45.0 .000 R 3120.0001438.950 15 .013 .000 .000 0 JX 3124.8001439.030 17 16 .013 15.350 1443.900 45.0 .000 R 3140.0001439.290 17 .013 .000 .000 0 WE 3140.0001439.290 18 .500 SH 3140.0001439.290 18 1439.29 CD 1 4 1 .000 4.500 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 4.500 .000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 2.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 2.500 .000 .000 •.000 .00 CD 9 4 1 .000 3.500 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 11 4 1 .000 3.500 .000 .000 .000 .00 CD 12 4 1 .000 2.500 .000 .000 .000 .00 CD 13 4 1 .000 3.500 .000 .000 .000 .00 CD 14 4 1 .000 2.500 .000 .000 .000 .00 CD 15 4 1 .000 3.000 .000 .000 .000 .00 �q_ CD 16 4 1 .000 CD 17 4 1 .000 CD 18 2 0 .000 CD 19 4 1 .000 CD 20 4 1 .000 CD 21 4 1 .000 Q 15.350 .0 2.500 .000 .000 .000 .00 3.000 .000 .000 .000 .00 4.500 10.000 .000 .000 .00 4.000 .000 .000 .000 .00 4.000 .000 .000 .000 .00 3.500 .000 .000 .000 .00 A FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.Z. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I ( SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1051.340 1393.550 10.450 1404.000 200.20 12.59 2.46 1406.46 .00 4.04 .00 4.500 .000 .00 1 .0 68.660 .0213 .0104 .71 10.45 .00 2.77 .013 .00 .00 PIPE 1120.000 1395.010 9.702 1404.712 200.20 12.59 2.46 1407.17 .00 4.04 .00 4.500 .000 .00 1 .0 JUNCT STR .0229 .0091 .04 9.70 .00 .013 .00 .00 PIPE 1124.800 1395.120 10.660 1405.780 173.50 10.91 1.85 1407.63 .00 3.83 .00 4.500 .000 .00 1 .0 205.200 .0213 .0078 1.60 10.66 .00 2.52 .013 .00 .00 PIPE 1330.000 1399.490 7.887 1407.377 173.50 10.91 1.85 1409.22 .00 3.83 .00 4.500 .000 .00 1 .0 JUNCT STR .0229 .0095 .05 7.89 .00 .013 .00 .00 PIPE 1334.800 1399.600 7.935 1407.535 152.10 12.10 2.27 1409.81 .00 3.61 .00 4.000 .000 .00 1 .0 13.251 .0959 .0112 .15 7.94 .00 1.61 .013 .00 .00 PIPE 1348.052 1400.871 6.810 1407.681 152.10 12.10 2.27 1409.96 .00 3.61 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 1348.052 1400.871 2.031 1402.902 152.10 23.73 8.75 1411.65 .00 3.61 4.00 4.000 .000 .00 1 .0 10.486 .0959 .0405 .43 2.03 3.30 1.61 .013 .00 .00 PIPE 1358.537 1401.877 2.092 1403.969 152.10 22.86 8.12 1412.08 .00 3.61 4.00 4.000 .000 .00 1 .0 11.005 .0959 .0362 .40 2.09 3.12 1.61 .013 .00 .00 PIPE 1369.542 1402.932 2.173 1405.106 152.10 21.80 7.38 1412.48 .00 3.61 3.98 4.000 .000 .00 1 .0 9.144 .0959 .0320 .29 2.17 2.90 1.61 .013 .00 .00 PIPE FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head ( Grd.El.j Elev I Depth I Width IDia. -FTjor I.D.I ZL jPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINOrm Dp I "N" I X -Falb ZR IType Ch 1378.687 1403.810 2.259 1406.069 152.10 20.78 6.71 1412.78 .00 3.61 3.97 4.000 .000 .00 1 .0 7.680 .0959 .0282 .22 2.26 2.70 1.61 .013 .00 .00 PIPE 1386.367 1404.546 2.349 1406.896 152.10 19.82 6.10 1412.99 .00 3.61 3.94 4.000 .000 .00 1 .0 6.461 .0959 .0250 .16 2.35 2.50 1.61 .013 .00 .00 PIPE 1392.827 1405.166 2.445 1407.611 152.10 18.89 5.54 1413.15 .00 3.61 3.90 4.000 .000 .00 1 .0 5.460 .0959 .0221 .12 2.45 2.32 1.61 .013 .00 .00 PIPE 1398.287 1405.690 2.546 1408.236 152.10 18.01 5.04 1413.28 .00 3.61 3.85 4.000 .000 .00 1 .0 4.589 .0959 .0196 .09 2.55 2.14 1.61 .013 .00 .00 PIPE 1402.876 1406.130 2.654 1408.784 152.10 17.18 4.58 1413.37 .00 3.61 3.78 4.000 .000 .00 1 .0 3.829 .0959 .0175 .07 2.65 1.98 1.61 .013 .00 .00 PIPE 1406.706 1406.497 2.770 1409.268 152.10 16.38 4.16 1413.43 .00 3.61 3.69 4.000 .000 .00 1 .0 3.154 .0959 .0156 .05 2.77 1.82 1.61 .013 .00 .00 PIPE 1409.860 1406.800 2.895 1409.695 152.10 15.61 3.79 1413.48 .00 3.61 3.58 4.000 .000 .00 1 .0 JUNCT STR .0146 .0147 .07 2.90 1.67 .013 .00 .00 PIPE 1414.660 1406.870 2.895 1409.765 152.10 15.62 3.79 1413.55 .00 3.61 3.58 4.000 .000 .00 1 .0 205.340 .0146 .0149 3.06 2.90 1.67 2.90 .013 .00 .00 PIPE 1620.000 1409.870 2.861 1412.731 152.10 15.81 3.88 1416.61 .00 3.61 3.61 4.000 .000 .00 1 .0 JUNCT STR .0146 .0159 .08 2.86 1.71 .013 .00 .00 PIPE n n n FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx E.I. xxxxxxxx Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxxxxxxlxxxxxxx�xxxxxxxxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx ICh Slope I ( I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X - Fall ZR IType Ch Ixxxxxxx 1624.800 1409.940 2.621 1412.561 142.30 16.31 4.13 1416.69 .00 3.53 3.80 4.000 .000 .00 1 .0 44.526 .0140 .0173 .77 2.62 1.90 2.80 .013 .00 .00 PIPE 1669.326 1410.563 2.567 1413.130 142.30 16.70 4.33 1417.46 .00 3.53 3.84 4.000 .000 .00 1 .0 66.890 .0140 .0189 1.27 2.57 1.97 2.80 .013 .00 .00 PIPE 1736.216 1411.498 2.464 1413.962 142.30 17.51 4.76 1418.73 .00 3.53 3.89 4.000 .000 .00 1 .0 51.594 .0140 .0214 1.10 2.46 2.14 2.80 .013 .00 .00 PIPE 1787.810 1412.220 2.368 1414.588 142.30 18.37 5.24 1419.83 .00 3.53 3.93 4.000 .000 .00 1 .0 JUNCT STR .0515 .0294 .31 2.37 2.31 .013 .00 .00 PIPE 1798.290 1412.760 2.033 1414.793 122.10 21.07 6.89 1421.69 .00 3.26 3.45 3.500 .000 .00 1 .0 24.190 .0541 .0343 .83 2.03 2.87 1.79 .013 .00 .00 PIPE 1822.480 1414.069 2.104 1416.174 122.10 20.21 6.34 1422.52 .00 3.26 3.43 3.500 .000 .00 1 .0 20.827 .0541 .0306 .64 2.10 2.68 1.79 .013 .00 .00 PIPE 1843.306 1415.197 2.190 1417.387 122.10 19.27 5.77 1423.15 .00 3.26 3.39 3.500 .000 .00 1 .0 15.990 .0541 .0271 .43 2.19 2.48 1.79 .013 .00 .00 PIPE 1859.296 1416.062 2.282 1418.344 122.10 18.37 5.24 1423.59 .00 3.26 3.33 3.500 .000 .00 1 .0 12.594 .0541 .0241 .30 2.28 2.29 1.79 .013 .00 .00 PIPE 1871.890 1416.744 2.380 1419.124 122.10 17.52 4.76 1423.89 .00 3.26 3.27 3.500 .000 .00 1 .0 10.008 .0541 .0214 .21 2.38 2.11 1.79 .013 .00 .00 PIPE FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. x+++++ xxx+++ x+++ x++ xxxxx+ x++++ x+ xxx+++ x+ xx++++++ xxx+ xx++++++ xx++++ x+ x+ x++++ xxx+ xx+ x+++++++ xxx + + + + + + +xxx + + + + + +xx + + + + +x + +x ++ xxx +xxx+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev ( Depth I Width (Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem + xxxx++++ ICh Slope I I+++ xxxxxxl++++++++ I Ixxx++++ x+ I+++++++ I xxxxxx++ xl++ SF Avel xx+ x+ HF ISE DpthIFroude I+ xxx+++++ I+ x+ x+ xxl+++++ NINorm x+ xl Dp + + + + +xxxl I "N" I + + + + +x +I X -Fall + + + + + +xl ZR + + + ++ (Type Ch I + + + + + xx 1881.898 1417.286 2.486 1419.772 122.10 16.70 4.33 1424.10 .00 3.26 3.18 3.500 .000 .00 1 .0 7.972 .0541 .0192 .15 2.49 1.94 1.79 .013 .00 .00 PIPE 1889.870 1417.717 2.601 1420.318 122.10 15.92 3.94 1424.26 .00 3.26 3.06 3.500 .000 .00 1 .0 6.307 .0541 .0172 .11 2.60 1.77 1.79 .013 .00 .00 PIPE 1896.176 1418.059 2.726 1420.785 122.10 15.18 3.58 1424.36 .00 3.26 2.90 3.500 .000 .00 1 .0 4.802 .0541 .0155 .07 2.73 1.61 1.79 .013 .00 .00 PIPE 1900.978 1418.319 2.866 1421.185 122.10 14.48 3.25 1424.44 .00 3.26 2.70 3.500 .000 .00 1 .0 3.352 .0541 .0141 .05 2.87 1.44 1.79 .013 .00 .00 PIPE 1904.330 1418.500 3.028 1421.528 122.10 13.80 2.96 1424.49 .00 3.26 2.39 3.500 .000 .00 1 .0 JUNCT STR .0100 .0137 .11 3.03 1.26 .013 .00 .00 PIPE 1912.340 1418.580 2.983 1421.563 122.10 13.98 3.03 1424.60 .00 3.26 2.48 3.500 .000 .00 1 .0 3.427 .0261 .0136 .05 2.98 1.31 2.26 .013 .00 .00 PIPE 1915.767 1418.669 3.051 1421.721 122.10 13.72 2.92 1424.64 .00 3.26 2.34 3.500 .000 .00 1 .0 4.233 .0261 .0131 .06 3.05 1.24 2.26 .013 .00 .00 PIPE 1920.000 1418.780 3.262 1422.042 122.10 13.08 2.65 1424.70 .00 3.26 1.76 3.500 .000 .00 1 .0 JUNCT STR .0042 .0092 .04 3.26 1.00 .013 .00 .00 PIPE 1924.800 1418.800 4.976 1423.776 75.60 7.86 .96 1424.73 .00 2.72 .00 3.500 .000 .00 1 .0 149.890 .0151 .0056 .85 4.98 .00 1.98 .013 .00 .00 PIPE n n FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. r*** r►+ raw�w r*+ w t+ r****** �* w* w** r* rx++ rw, r, r++, r**+ r***, tr* r, r*, r, r, rr*** �** w�r** rr+ r*+ r+* r ,ewr « +,rrx,r,rr,t� *r+,+rw *. +r,t ,tr,t *rwr *,t ,t +w *rrrr :ww�rrrw Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem r*• r*+.*t* ICh Slope I Iw* w:*•+*+ I******.* I I**** iri.. r• I*►**• ( rr, �, t. 1, t.... r. SF Avel l.* r, t+ x. l+ HF ISE DpthIFroude �*•++*+• I.. r*, t*• NINorm I, t +,tr. *w.l•rr.rw,trl.r...••I Dp I "N" I X -Fall *,t ,t. ,tr «Iwww,tr ZR IType Ch Iw,t •,trr• 2074.690 1421.062 3.561 1424.623 75.60 7.86 .96 1425.58 .00 2.72 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 2074.690 1421.062 2.017 1423.079 75.60 13.17 2.69 1425.77 .00 2.72 3.46 3.500 .000 .00 1 .0 69.470 .0151 .0139 .97 2.02 1.80 1.98 .013 .00 .00 PIPE 2144.160 1422.110 2.042 1424.152 75.60 12.97 2.61 1426.76 .00 2.72 3.45 3.500 .000 .00 1 .0 68.395 .0151 .0128 .88 2.04 1.76 1.98 .013 .00 .00 PIPE 2212.555 1423.142 2.125 1425.267 75.60 12.36 2.37 1427.64 .00 2.72 3.42 3.500 .000 .00 1 .0 34.288 .0151 .0114 .39 2.13 1.63 1.98 .013 .00 .00 PIPE 2246.843 1423.660 2.213 1425.873 75.60 11.79 2.16 1428.03 .00 2.72 3.38 3.500 .000 .00 1 .0 20.390 .0151 .0101 .21 2.21 1.51 1.98 .013 .00 .00 PIPE 2267.233 1423.967 2.307 1426.275 75.60 11.24 1.96 1428.24 .00 2.72 3.32 3.500 .000 .00 1 .0 12.767 .0151 .0090 .11 2.31 1.39 1.98 .013 .00 .00 PIPE 2280.000 1424.160 2.407 1426.567 75.60 10.72 1.78 1428.35 .00 2.72 3.24 3.500 .000 .00 1 .0 JUNCT STR .0187 .0127 .06 2.41 1.28 .013 .00 .00 PIPE 2284.800 1424.250 1.756 1426.006 66.10 13.68 2.90 1428.91 .00 2.55 3.50 3.500 .000 .00 1 .0 165.716 .0171 .0168 2.79 1.76 2.05 1.75 .013 .00 .00 PIPE 2450.516 1427.084 1.771 1428.855 66.10 13.53 2.84 1431.70 .00 2.55 3.50 3.500 .000 .00 1 .0 125.848 .0171 .0156 1.96 1.77 2.02 1.75 .013 .00 .00 PIPE r FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. + x+ xx+ xxxx+ xx+ x+ x++ xxx+ xxxxxx+ xxx+++ xxxxx+ xx+++ x++ xxxx+ xxxx++ xx++ xx+ xxx+ xxx+++++ xxxxxxxxxxx +xxxxx +xxx + +xxx +xxxxxxxxxxxx+xx xxxxxxxx Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight /Base Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem ICh xx+ xxx+++ Ixxxxxxx+ Slope I xlxxx+ xxxxl+ x+++ x+ x+ I++ xxxx+ xxl+++++ x+ SF Avel Ixxxxxxxlx+++++ HF ISE xx+ Ix+ DpthIFroude xx+ xxlxx+ NINorm x+ xxxlxxxxxxxxl Dp I "N" I +xxxxxxlxxxxxxxl X -Fall ZR +xxxx IType Ch Ix + + xxxx 2576.364 1429.236 1.839 1431.075 66.10 12.90 2.58 1433.66 .00 2.55 3.50 3.500 .000 .00 1 .0 48.527 .0171 .0137 .67 1.84 1.88 1.75 .013 .00 .00 PIPE 2624.891 1430.066 1.911 1431.977 66.10 12.30 2.35 1434.33 .00 2.55 3.49 3.500 .600 .00 1 .0 27.867 .0171 .0121 .34 1.91 1.75 1.75 .013 .00 .00 PIPE 2652.758 1430.542 1.986 1432.528 66.10 11.73 2.14 1434.66 .00 2.55 3.47 3.500 .000 .00 1 .0 17.876 .0171 .0107 .19 1.99 1.62 1.75 .013 .00 .00 PIPE 2670.634 1430.848 2.066 1432.914 66.10 11.18 1.94 1434.86 .00 2.55 3.44 3.500 .000 .00 1 .0 12.136 .0171 .0095 .12 2.07 1.50 1.75 .013 .00 .00 PIPE 2682.770 1431.055 2.150 1433.205 66.10 10.66 1.77 1434.97 .00 2.55 3.41 3.500 .000 .00 1 .0 8.210 .0171 .0084 .07 2.15 1.39 1.75 .013 .00 .00 PIPE 2690.980 1431.196 2.239 1433.435 66.10 10.17 1.60 1435.04 .00 2.55 3.36 3.500 .000 .00 1 .0 5.170 .0171 .0074 .04 2.24 1.29 1.75 .013 .00 .00 PIPE 2696.150 1431.284 2.335 1433.619 66.10 9.69 1.46 1435.08 .00 2.55 3.30 3.500 .000 .00 1 .0 2.924 .0171 .0066 .02 2.34 1.19 1.75 .013 .00 .00 PIPE 2699.074 1431.334 2.437 1433.771 66.10 9.24 1.33 1435.10 .00 2.55 3.22 3.500 .000 .00 1 .0 .926 .0171 .0059 .01 2.44 1.09 1.75 .013 .00 .00 PIPE 2700.000 1431.350 2.548 1433.898 66.10 8.81 1.20 1435.10 .00 2.55 3.11 3.500 .000 .00 1 .0 JUNCT STR .1042 .0038 .02 2.55 1.00 .013 .00 .00 PIPE AVIL FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT *** rtrtxx* xxxxrt#* rtrtrt* x# x* xxrtrtrtrt**##* ULTIMATE CONDITION rt** xxrtrt** xx## xx## BY: x*#* xxxx E.I. * # #xrtrt * *rtxrtrt *x *xxxxx +xx + + Invert Depth Water Q Vel Vel *x I Energy I # Super #rt +rtrt+ *xxx * * #rt *rt *xxx ICriticalIFlow ToplHeight/ #x * * + * # # + + +x Base Wtj # +# + # # + + + ++ INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2704.800 1431.850 3.980 1435.830 30.70 4.34 .29 1436.12 .00 1.80 .00 3.000 .000 .00 1 .0 65.410 .0171 .0021 .14 3.98 .00 1.23 .013 .00 .00 PIPE 2770.210 1432.969 3.000 1435.969 30.70 4.34 .29 1436.26 .00 1.80 .00 3.000 .000 .00 1 .0 16.431 .0171 .0020 .03 3.00 .00 1.23 .013 .00 .00 PIPE 2786.640 1433.250 2.721 1435.971 30.70 4.56 .32 1436.29 .00 1.80 1.74 3.000 .000 .00 1 .0 8.482 .0171 .0019 .02 2.72 .41 1.23 .013 .00 .00 PIPE 2795.123 1433.395 2.560 1435.955 30.70 4.78 .35 1436.31 .00 1.80 2.12 3.000 .000 .00 1 .0 .258 .0171 .0020 .00 2.56 .48 1.23 .013 .00 .00 PIPE 2795.381 1433.399 2.560 1435.959 30.70 4.78 .35 1436.31 .00 1.80 2.12 3.000 .000 .00 1 .0 HYDRAULIC JUMP 2795.381 1433.399 1.229 1434.628 30.70 11.26 1.97 1436.60 .00 1.80 2.95 3.000 .000 .00 1 .0 127.588 .0171 .0170 2.17 1.23 2.07 1.23 .013 .00 .00 PIPE 2922.969 1435.581 1.233 1436.814 30.70 11.21 1.95 1438.76 .00 1.80 2.95 3.000 .000 .00 1 .0 104.831 .0171 .0158 1.66 1.23 2.05 1.23 .013 .00 .00 PIPE 3027.800 1437.373 1.278 1438.651 30.70 10.69 1.77 1440.42 .00 1.80 2.97 3.000 .000 .00 1 .0 35.796 .0171 .0139 .50 1.28 1.91 1.23 .013 .00 .00 PIPE 3063.596 1437.985 1.325 1439.310 30.70 10.19 1.61 1440.92 .00 1.80 2.98 3.000 .000 .00 1 .0 19.807 .0171 .0122 .24 1.33 1.79 1.23 .013 .00 .00 PIPE FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. + x++++++ x++ x++++++++++ x++++ x+++++++ x++ x++++ x+++++++++ x++++ x+++++ x+ x++++++++ x+++++ x+ x+++++++ +x + + + + * + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super (CriticalIFlow ToplHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTjor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3083.403 1438.324 1.375 1439.699 30.70 9.71 1.47 1441.16 .00 1.80 2.99 3.000 .000 .00 1 .0 12.950 .0171 .0108 .14 1.38 1.67 1.23 .013 .00 .00 PIPE 3096.353 1438.546 1.426 1439.972 30.70 9.26 1.33 1441.30 .00 1.80 3.00 3.000 .000 .00 1 .0 8.781 .0171 .0095 .08 1.43 1.55 1.23 .013 .00 .00 PIPE 3105.134 1438.696 1.480 1440.176 30.70 8.83 1.21 1441.39 .00 1.80 3.00 3.000 .000 .00 1 .0 6.053 .0171 .0083 .05 1.48 1.45 1.23 .013 .00 .00 PIPE 3111.187 1438.799 1.537 1440.336 30.70 8.42 1.10 1441.44 .00 1.80 3.00 3.000 .000 .00 1 .0 4.209 .0171 .0073 .03 1.54 1.35 1.23 .013 .00 .00 PIPE 3115.396 1438.871 1.596 1440.467 30.70 8.03 1.00 1441.47 .00 1.80 2.99 3.000 .000 .00 1 .0 2.634 .0171 .0065 .02 1.60 1.25 1.23 .013 .00 .00 PIPE 3118.030 1438.916 1.659 1440.575 30.70 7.65 .91 1441.49 .00 1.80 2.98 3.000 .000 .00 1 .0 1.556 .0171 .0057 .01 1.66 1.16 1.23 .013 .00 .00 PIPE 3119.586 1438.943 1.724 1440.667 30.70 7.30 .83 1441.49 .00 1.80 2.97 3.000 .000 .00 1 .0 .414 .0171 .0050 .00 1.72 1.08 1.23 .013 .00 .00 PIPE 3120.000 1438.950 1.795 1440.745 30.70 6.95 .75 1441.50 .00 1.80 2.94 3.000 .000 .00 1 .0 JUNCT STR .0167 .0026 .01 1.80 1.00 .013 .00 .00 PIPE 3124.800 1439.030 2.722 1441.752 15.35 2.28 .08 1441.83 .00 1.25 1.74 3.000 .000 .00 1 .0 9.246 .0171 .0005 .00 2.72 .20 .85 .013 .00 .00 PIPE FILE: CYPRESS7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 4:29:15 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT ULTIMATE CONDITION BY: E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3134.046 1439.188 2.560 1441.748 15.35 2.39 .09 1441.84 .00 1.25 2.12 3.000 .000 .00 1 .0 5.954 .0171 .0005 .00 2.56 .24 .85 .013 .00 .00 PIPE 3140.000 1439.290 2.454 1441.745 15.35 2.48 .10 1441.84 .00 1.25 2.31 3.000 .000 .00 1 .0 WALL ENTRANCE 3140.000 1439.290 2.629 1441.920 15.35 .58 .01 1441.92 .00 .42 10.00 4.500 10.000 .00 0 .0 It N 1421.018 1419.160 .00 .00 0 000 .000 0 A T1 TRACT 16572 WEST SIDE, FONTANA T2 LATERAL "C" T3 BY: E.I. SO 1002.8301419.060 1 R 1035.0801419.160 1 .013 WE 1035.0801419.160 2 .500 SH 1035.0801419.160 2 CD 1 4 1 .000 2.000 .000 .000 .000 CD 2 2 0 .000 4.390 10.000 .000 .000 Q 9.230 .0 N 1421.018 1419.160 .00 .00 0 000 .000 0 A FILE: 16572latc.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 7 -2004 Time:11:15:43 TRACT 16572 WEST SIDE, FONTANA LATERAL "C" BY: E.I. Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /lBase Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch +++++++++ I+++++++++ I++++++++ I+++++++++ I+++++++++ I++++++++++++++ I+++++++++ I+++++++ I++++++++ I + + + + + + + +I + + + + + + +I + + + + + + +I +r + +• Ir + : +•r+ 1002.830 1419.060 1.958 1421.018 9.23 2.95 .14 1421.15 .00 1.08 .57 2.000 .000 .00 1 .0 32.250 .0031 .0015 .05 1.96 .22 1.27 .013 .00 .00 PIPE 1035.080 1419.160 1.902 1421.062 9.23 2.99 .14 1421.20 .00 1.08 .87 2.000 .000 .00 1 .0 WALL ENTRANCE 1035.080 1419.160 2.171 1421.331 9.23 .43 .00 1421.33 .00 .30 10.00 4.390 10.000 .00 0 .0 1422.572 1419.160 000 .000 .00 000 .000 .00 0 .000 .000 0 A T1 TRACT 16572 WEST SIDE, FONTANA T2 LATERAL "C" (INTERIM CONDITION) T3 BY: E.I. SO 1002.8301419.060 1 R 1035.0801419.160 1 .013 WE 1035.0801419.160 2 .500 SH 1035.0801419.160 2 CD 1 4 1 .000 2.000 .000 CD 2 2 0 .000 4.390 10.000 Q 9.230 .0 1422.572 1419.160 000 .000 .00 000 .000 .00 0 .000 .000 0 A n n � FILE: 16572LATCI.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6 -10 -2004 Time: 9:59:41 TRACT 16572 WEST SIDE, FONTANA LATERAL "C" (INTERIM CONDITION) BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR I Type Ch 1002.830 1419.060 3.512 1422.572 9.23 2.94 .13 1422.71 .00 1.08 .00 2.000 .000 .00 1 .0 32.250 .0031 .0017 .05 3.51 .00 1.27 .013 .00 .00 PIPE 1035.080 1419.160 3.466 1422.626 9.23 2.94 .13 1422.76 .00 1.08 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1035.080 1419.160 3.666 1422.826 9.23 .25 .00 1422.83 .00 .30 10.00 4.390 10.000 .00 0 .0 A A T1 T2 TRACT 16572 WEST, LATERAL A, INTERIM FONTANA CONDITION 0 T3 BY: E.I. SO 1004.7001418.790 1 1423.377 R 1022.7401419.790 1 .013 .000 .000 0 WE 1022.7401419.790 2 .500 SH 1022.7401419.790 2 1419.790 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.000 21.000 .000 .000 .00 Q 14.300 .0 A A 0 FILE: 16572LATA.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -13 -2004 Time: 8: 0:29 TRACT 16572 WEST, FONTANA LATERAL A, INTERIM CONDITION BY: E.I. ► �*, e. *. *rr.•�r,rr.wr���rr *,e• :•• *, err, rw••. r■• w* �, r*+ r, r«.* wrr*.*, r* r��twr** �. wrrrt �**** w** r�rr: w« w *rr « : *rrr *w�rrr,r * + + +.. *rtw * *a* • +,r *,e *,r+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /lBase Wt) INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch rrrrrrrrr lrrrrrrrrr lrrrrrrrr lrrrrrrrrr lrrrrrrrrr lrrrrrrr lrrrrrrr lrrrrrrrrr lrrrrrrr lrrrrrrrr lrrrrrrrrlrrrrrrrlrrrrrrrlrrrrr Irrrrrr* 1004.700 1418.790 4.587' 1423.377 14.30 4.55 .32 1423.70 .00 1.36 .00 2.000 .000 .00 1 .0 I_ 18.040 .0554 .0040 .07 4.59 .00 .71 .013 .00 .00 PIPE 1022.740 1419.790 3.659 1423.449 14.30 4.55 .32 1423.77 .00 1.36 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1022.740 1419.790 4.142 1423.932 14.30 .16 .00 1423.93 .00 .24 21.00 4.000 21.000 .00 0 .0 _I_ -I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ AoftN T1 T2 TRACT 16572 WEST, FONTANA LATERAL A, ULTIMATE CONDITION T3 BY: E.I. SO 1004.7001418.790 1 R 1022.7401419.790 1 .013 WE 1022.7401419.790 2 .500 SH 1022.7401419.790 2 CD 1 4 1 .000 2.000 .000 CD 2 2 0 .000 4.000 21.000 Q 14.300 .0 A 1423.538 1419.790 000 .000 .00 000 .000 .00 0 000 .000 0 A n n n FILE: 16572LATAF.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -13 -2004 Time: 8:21:56 TRACT 16572 WEST, FONTANA LATERAL A, ULTIMATE CONDITION BY: E.I. •rr,ew, err* war, rt+. r, r«: r** r�, e* �, rt** r* wr*t* rr:**, r�rr:*, rr*, r* rrr w+.* rrrw* rr* r«*, r+** �+.**, tr, r, r** �r***, r�, rw** ,► *r +� * *w *w *rr,r *,rwr *,trw *,rw• tw * * *,rw• Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch rrrrrrrrrlrrrrrrrrrlrrrrrrrrlrrrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrrlrrrrrrrrlrrrrrrrlrrrrrrrlrrrrr Irrrrrrr 1004.700 1418.790 4.748 1423.538 14.30 4.55 .32 1423.86 .00 1.36 .00 2.000 .000 .00 1 .0 I_ 18.040 .0554 .0040 .07 4.75 .00 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1022.740 1419.790 3.820 1423.610 14.30 4.55 .32 1423.93 .00 1.36 .00 2.000 .000 .00 1 .0 I_ WALL ENTRANCE I I I I I I I I I I I I I 1022.740 1419.790 4.303 1424.093 14.30 .16 .00 1424.09 .00 .24 21.00 4.000 21.000 .00 0 .0 _I_ _I_ _I_ _I_ _I_ _I- _I_ _I_ _i_ _I_ _I_ _I_ _I_ I_ A A T1 TRACT 16572 WEST, FONTANA 0 T2 LATERAL "D" (INTERIM CONDITION) T3 BY: E.I. SO 0994.0001418.810 2 1422.500 R 1053.6001418.990 2 .013 .000 .000 0 JX 1062.0201419.020 3 .013 R 1070.5501419.040 3 .013 .000 .000 0 JX 1075.5501419.060 5 4 .013 9.230 1419.520 45.0 .000 R 1098.6201419.130 5 .013 .000 .000 0 WE 1098.6201419.130 6 .500 SH 1098.6201419.130 6 1419.130 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 2 0 .000 4.500 10.000 .000 .000 .00 Q 9.230 .0 A A 0% AdOWAk FILE: 165721ATD.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:17:10 TRACT 16572 WEST, FONTANA LATERAL "D" (INTERIM CONDITION) BY: E.I. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.) ZL IPrs /Pip L /Elem xxx. xxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch Ixxxxxxx 994.000 1418.810 3.690 1422.500 18.46 2.61 .11 1422.61 .00 1.38 .00 3.000 .000 .00 1 .0 59.600 .0030 .0008 .05 3.69 .00 1.51 .013 .00 .00 PIPE 1053.600 1418.990 3.556 1422.546 18.46 2.61 .11 1422.65 .00 1.38 .00 3.000 .000 .00 1 .0 JUNCT STR 0036 .0008 .01 3.56 .00 .013 .00 .00 PIPE 1062.020 1419.020 3.532 1422.552 18.46 2.61 .11 1422.66 .00 1.38 .00 3.000 .000 .00 1 .0 8.530 .0023 .0008 .01 3.53 .00 1.62 .013 .00 .00 PIPE 1070.550 1419.040 3.519 1422.559 18.46 2.61 .11 1422.66 .00 1.38 .00 3.000 .000 .00 1 .0 \jr,v C JUNCT STR .0040 .0012 .01 3.52 .00 .013 .00 .00 PIPE 1075.550 1419.060 3.516 1422.576 9.23 2.94 .13 1422.71 .00 1.08 .00 2.000 .000 .00 1 .0 23.070 .0030 .0017 .04 3.52 .00 1.28 .013 .00 .00 PIPE 1098.620 1419.130 3.485 1422.615 9.23 2.94 .13 1422.75 .00 1.08 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1098.620 1419.130 3.685 1422.815 9.23 .25 .00 1422.82 .00 .30 10.00 4.500 10.000 .00 0 .0 It A 1436.000 1437.340 .000 .000 .000 .00 .000 .000 .000 .00 0 000 .000 0 T1 TRACT 16572 WEST SIDE, FONTANA T2 LATERAL B, INTERIM CONDITION T3 BY: E.I. SO 1004.7001435.190 1 R 1024.7101437.340 1 .013 WE 1024.7101437.340 2 .500 SH 1024.7101437.340 2 CD 1 4 1 .000 2.000 CD 2 4 1 .000 2.500 0 20.800 .0 A 1436.000 1437.340 .000 .000 .000 .00 .000 .000 .000 .00 0 000 .000 0 n n FILE: 16572latb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -16 -2004 Time:10: 4:48 TRACT 16572 WEST SIDE, FONTANA LATERAL B, INTERIM CONDITION BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .940 1436.129 20.80 14.34 3.19 1439.32 .00 1.63 2.00 2.000 .000 .00 1 .0 1.557 .1074 .0408 .06 .94 2.97 .72 .013 .00 .00 PIPE 1006.257 1435.357 .953 1436.310 20.80 14.07 3.07 1439.38 .00 1.63 2.00 2.000 Q00 .00 1 .0 3.473 .1074 .0374 .13 .95 2.88 .72 .013 .00 .00 PIPE 1009.730 1435.730 .989 1436.719 20.80 13.41 2.79 1439.51 .00 1.63 2.00 2.000 .000 .00 1 .0 2.897 .1074 .0329 .10 .99 2.68 .72 .013 .00 .00 PIPE 1012.627 1436.042 1.027 1437.069 20.80 12.79 2.54 1439.61 .00 1.63 2.00 2.000 .000 .00 1 .0 2.433 .1074 .0290 .07 1.03 2.50 .72 .013 .00 .00 PIPE 1015.060 1436.303 1.067 1437.370 20.80 12.19 2.31 1439.68 .00 1.63 2.00 2.000 .000 .00 1 .0 2.051 .1074 .0256 .05 1.07 2.32 .72 .013 .00 .00 PIPE 1017.111 1436.523 1.109 1437.633 20.80 11.63 2.10 1439.73 .00 1.63 1.99 2.000 .000 .00 1 .0 1.730 .1074 .0226 .04 1.11 2.16 .72 .013 .00 .00 PIPE 1018.841 1436.709 1.153 1437.862 20.80 11.09 1.91 1439.77 .00 1.63 1.98 2.000 .000 .00 1 .0 1.457 .1074 .0200 .03 1.15 2.01 .72 .013 .00 .00 PIPE 1020.298 1436.866 1.199 1438.065 20.80 10.57 1.73 1439.80 .00 1.63 1.96 2.000 .000 .00 1 .0 1.200 .1074 .0177 .02 1.20 1.86 .72 .013 .00 .00 PIPE 1021.498 1436.995 1.249 1438.244 20.80 10.08 1.58 1439.82 .00 1.63 1.94 2.000 .000 .00 1 .0 .995 .1074 .0157 .02 1.25 1.72 .72 .013 .00 .00 PIPE 0 0 0 FILE: 16572latb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -16 -2004 Time:10: 4:48 TRACT 16572 WEST SIDE, FONTANA LATERAL B, INTERIM CONDITION BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight /lBase Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem +++++++++ ICh Slope I+++++++++ I I++++ e+++ I+++++++++ I+++++++++ I+++++, r+ SF Avel HF ISE DpthIFroude I+++++++ I+++++++++ I*++++++ NINorm I+++++,►++ Dp I * + + + +► +tl I "N" + + + + + + +I I X -Fall + + + +� + +I ZR + + +�+ I Type Ch I + + + +,e ++ 1022.493 1437.102 1.301 1438.403 20.80 9.61 1.43 1439.84 .00 1.63 1.91 2.000 .000 .00 1 .0 .795 .1074 .0139 .01 1.30 1.59 .72 .013 .00 .00 PIPE 1023.288 1437.187 1.357 1438.544 20.80 9.16 1.30 1439.85 .00 1.63 1.87 2.000 .000 .00 1 .0 .615 .1074 .0124 .01 1.36 1.46 .72 .013 .00 .00 PIPE 1023.903 1437.253 1.417 1438.670 20.80 8.74 1.18 1439.86 .00 1.63 1.82 2.000 .000 .00 1 .0 .443 .1074 .0111 .00 1.42 1.35 .72 .013 .00 .00 PIPE 1024.346 1437.301 1.482 1438.783 20.80 8.33 1.08 1439.86 .00 1.63 1.75 2.000 .000 .00 1 .0 .266 .1074 .0099 .00 1.48 1.23 .72 .013 .00 .00 PIPE 1024.612 1437.329 1.554 1438.884 20.80 7.94 .98 1439.86 .00 1.63 1.66 2.000 .000 .00 1 .0 .098 .1074 .0089 .00 1.55 1.12 .72 .013 .00 .00 PIPE 1024.710 1437.340 1.635 1438.974 20.80 7.57 .89 1439.86 .00 1.63 1.55 2.000 .000 .00 1 .0 WALL ENTRANCE 1024.710 1437.340 2.550 1439.890 20.80 4.24 .28 1440.17 .00 1.55 .00 2.500 .000 .00 0 .0 A T1 TRACT 16572 WEST SIDE FONTANA 0 T2 LINE "B" INTERIM CONDITION T3 BY: E.I. SO 1736.3801417.980 1 1422.500 R 1829.3201418.290 1 .013 .000 .000 0 R 1856.9901418.380 1 .013 35.231 .000 0 R 1895.8301418.510 1 .013 .000 .000 0 R 1904.6701418.540 1 .013 .000 .000 0 JX 1912.3601418.570 2 .013 R 1921.6401418.710 2 .013 .000 .000 0 JX 1925.1401419.263 6 5 .013 14.90 1419.210 45.0 .000 R 2700.0001431.340 6 .013 .000 .000 0 JX 2704.8001431.840 7 .013 R 2840.7601434.170 7 .013 .000 .000 0 JX 2845.4601435.190 9 .013 R 2875.4701439.540 9 .013 .000 .000 0 WE 2875.4701439.540 8 .500 SH 2875.4701439.540 8 1439.540 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 3.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3.500 .000 .000 .000 .00 CD 7 4 1 .000 3.000 .000 .000 .000 .00 CD 8 2 0 .000 4.000 3.000 .000 .000 .00 CD 9 4 1 .000 2.000 .000 .000 .000 .00 Q 20.800 .0 A FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem (Ch Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1736.380 1417.980 4.520 1422.500 35.70 5.05 .40 1422.90 .00 1.94 .00 3.000 .000 .00 1 .0 92.940 .0033 .0029 .27 4.52 .00 2.28 .013 .00 .00 PIPE 1829.320 1418.290 4.476 1422.766 35.70 5.05 .40 1423.16 .00 1.94 .00 3.000 .000 .00 1 .0 27.670 .0033 .0029 .08 .00 .00 2.31 .013 .00 .00 PIPE 1856.990 1418.380 4.515 1422.895 35.70 5.05 .40 1423.29 .00 1.94 .00 3.000 .000 .00 1 .0 38.840 .0033 .0029 .11 4.52 .00 2.28 .013 .00 .00 PIPE 1895.830 1418.510 4.496 1423.006 35.70 5.05 .40 1423.40 .00 1.94 .00 3.000 .000 .00 1 .0 8.840 .0034 .0029 .03 4.50 .00 2.26 .013 .00 .00 PIPE 1904.670 I 1418.540 I 4.492 I I 1423.032 35.70 I 5.05 I .40 I 1423.43 .00 I 1.94 I .00 I I 3.000 I .000 .00 I 1 .0 JUNCT STR .0039 .0021 .02 4.49 .00 .013 .00 .00 PIPE 1912.360 1418.570 4.656 1423.226 35.70 3.71 .21 1423.44 .00 1.85 .00 3.500 .000 .00 1 .0 9.280 .0151 .0013 .01 4.66 .00 1.29 .013 .00 .00 PIPE 1921.640 1418.710 4.527 1423.237 35.70 3.71 .21 1423.45 .00 1.85 .00 3.500 .000 .00 1 .0 JUNCT STR .1580 .0008 .00 4.53 .00 .013 .00 .00 PIPE 1925.140 1419.263 4.098 1423.361 20.80 2.16 .07 1423.43 .00 1.40 .00 3.500 .000 .00 1 .0 39.479 .0156 .0004 .02 4.10 .00 .96 .013 .00 .00 PIPE 1964.619 1419.878 3.500 1423.378 20.80 2.16 .07 1423.45 .00 1.40 .00 3.500 .000 .00 1 .0 20.848 .0156 .0004 .01 3.50 .00 .96 .013 .00 .00 PIPE FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. xxx+ xxx++ xxx«+ xxxxxxxx« xxxxxxxxx++++++++«++ x« x+++ x+++ x++++++ xxxxx++++++ xx++++++ xxx« xxx« xxxxxxx «xxxx + + + + + «x «xx + « « « «xxx « « « «« « « « «r « «« Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.I ZL IPrs /Pip L /Elem xxxx+« xxxlxxxxxx« ICh Slope I xxl++ xx+++ xlxx++ I I x« x« xlx+ I xxxx+ xxlxxx+ xx++++++++ SF Avel I+++++++++ HF SSE DpthIFroude I+++ xxxxlxxxxx«« NINorm xlxx Dp «x «xx +I I "N" I X -Fall «x «x +x +� « +x +xx +I ZR « «x +« IType Ch I « « « « « «« 1985.467 1420.203 3.175' 1423.378 20.80 2.27 .08 1423.46 .00 1.40 2.03 3.500 .000 .00 1 .0 11.844 .0156 .0004 .00 3.18 .19 .96 .013 .00 .00 PIPE 1997.311 1420.388 2.987 1423.375 20.80 2.38 .09 1423.46 .00 1.40 2.48 3.500 .000 .00 1 .0 9.706 .0156 .0004 .00 2.99 .22 .96 .013 .00 .00 PIPE 2007.017 1420.539 2.831 1423.370 20.80 2.49 .10 1423.47 .00 1.40 2.75 3.500 .000 .00 1 .0 8.353 .0156 .0005 .00 2.83 .25 .96 .013 .00 .00 PIPE 2015.370 1420.669 2.695 1423.364 20.80 2.62 .11 1423.47 .00 1.40 2.95 3.500 .000 .00 1 .0 7.388 .0156 .0005 .00 2.70 .28 .96 .013 .00 .00 PIPE 2022.758 1420.784 2.573 1423.358 20.80 2.74 .12 1423.47 .00 1.40 3.09 3.500 .000 .00 1 .0 6.747 .0156 .0006 .00 2.57 .31 .96 .013 .00 .00 PIPE 2029.505 1420.890 2.460 1423.350 20.80 2.88 .13 1423.48 .00 1.40 3.20 3.500 .000 .00 1 .0 6.031 .0156 .0006 .00 2.46 .34 .96 .013 .00 .00 PIPE 2035.536 1420.984 2.357 1423.341 20.80 3.02 .14 1423.48 .00 1.40 3.28 3.500 .000 .00 1 .0 5.573 .0156 .0007 .00 2.36 .37 .96 .013 .00 .00 PIPE 2041.109 1421.070 2.260 1423.331 20.80 3.17 .16 1423.49 .00 1.40 3.35 3.500 .000 .00 1 .0 5.105 .0156 .0008 .00 2.26 .40 .96 .013 .00 .00 PIPE 2046.215 1421.150 2.169 1423.319 20.80 3.32 .17 1423.49 .00 1.40 3.40 3.500 .000 .00 1 .0 4.627 .0156 .0009 .00 2.17 .43 .96 .013 .00 .00 PIPE FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ invert ( Depth water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL (Prs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2050.841 1421.222 2.084 1423.306 20.80 3.48 .19 1423.49 .00 1.40 3.44 3.500 .000 .00 1 .0 4.272 .0156 .0010 .00 2.08 .47 .96 .013 .00 .00 PIPE 2055.113 1421.289 2.003 1423.292 20.80 3.65 .21 1423.50 .00 1.40 3.46 3.500 .0 .00 1 .0 2.102 .0156 .0011 .00 2.00 .50 .96 .013 .00 .00 PIPE 2057.215 1421.321 1.958 1423.280 20.80 3.76 .22 1423.50 .00 1.40 3.48 3.500 .000 .00 1 .0 HYDRAULIC JUMP 2057.215 1421.321 .963 1422.285 20.80 9.66 1.45 1423.73 .00 1.40 3.13 3.500 .000 .00 1 .0 388.813 .0156 .0156 6.06 .96 2.05 .96 .013 .00 .00 PIPE 2446.028 1427.382 .963 1428.345 20.80 9.66 1.45 1429.79 .00 1.40 3.13 3.500 .000 .00 1 .0 98.443 .0156 .0158 1.56 .96 2.05 .96 .013 .00 .00 PIPE 2544.471 1428.916 .955 1429.871 20.80 9.77 1.48 1431.35 .00 1.40 3.12 3.500 .000 .00 1 .0 71.249 .0156 .0172 1.23 .96 2.08 .96 .013 .00 .00 PIPE 2615.719 1430.026 .923 1430.950 20.80 10.24 1.63 1432.58 .00 1.40 3.08 3.500 .000 .00 1 .0 32.431 .0156 .0197 .64 .92 2.23 .96 .013 .00 .00 PIPE 2648.150 1430.532 .893 1431.425 20.80 10.74 1.79 1433.22 .00 1.40 3.05 3.500 .000 .00 1 .0 21.556 .0156 .0225 .49 .89 2.38 .96 .013 .00 .00 PIPE 2669.707 1430.868 .863 1431.731 20.80 11.27 1.97 1433.70 .00 1.40 3.02 3.500 .000 .00 1 .0 16.576 .0156 .0257 .43 .86 2.54 .96 .013 .00 .00 PIPE FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. +.....* rrr., sr. o-.*.* rr.• r.. ww.■*.*•*•.+ r++ r*.■***.. rr* r, rw, r, r*•..■« �•* r+ e+**+.•«. r... rw, e., r, r. w.. r, e, rr .rrrw *.+.r� «s +ww * :,r•�+ * *rr• •,r��,r *«r Invert Depth Water Q Vel Vel ( Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTjor I.D.1 ZL IPrs /Pip L /Elem .*.•*, t*«* ICh Slope I Iww. rrw... I, t+• r• e*, tl+*., I t, t**+. I I I, r.•.:.••, tl*.., t.*. SF Avel I..*.*.. I.. HF ISE DpthIFroude r..* �+ rlwrr .. *rl,t.i.•■r NINorm *I. Dp * * * *. «rl.. I "N" ,tr,t.l.,e I X -Fall « «�,trl ZR *,r +per IType Ch Iw,trw *,t• 2803.493 1433.531 .755 1434.286 20.80 14.91 3.45 1437.74 .00 1.46 2.60 3.000 .000 .00 1 0 8.672 .0171 .0540 .47 .76 3.59 1.00 .013 .00 .00 PIPE 2812.165 1433.680 .730 1434.410 20.80 15.63 3.79 1438.20 .00 1.46 2.57 3.000 .000 .00 1 .0 7.943 .0171 .0618 .49 .73 3.83 1.00 .013 .00 .00 PIPE 2820.108 1433.816 .705 1434.521 20.80 16.40 4.17 1438.70 .00 1.46 2.54 3.000 .000 .00 1 .0 7.374 .0171 .0706 .52 .71 4.09 1.00 .013 .00 .00 PIPE 2827.481 1433.942 .682 1434.625 20.80 17.20 4.59 1439.22 .00 1.46 2.51 3.000 .000 .00 1 .0 6.864 .0171 .0808 .55 .68 4.37 1.00 .013 .00 .00 PIPE 2834.345 1434.060 .660 1434.720 20.80 18.04 5.05 1439.77 .00 1.46 2.49 3.000 .000 .00 1 .0 6.415 .0171 .0925 .59 .66 4.67 1.00 .013 .00 .00 PIPE 2840.760 1434.170 .638 1434.808 20.80 18.92 5.56 1440.36 .00 1.46 2.46 3.000 .000 .00 1 .0 JUNCT STR .2170 .0854 .40 .64 4.98 .013 .00 .00 PIPE 2845.460 1435.190 .807 1435.997 20.80 17.52 4.77 1440.76 .00 1.63 1.96 2.000 .000 .00 1 .0 3.205 .1450 .0694 .22 .81 3.97 .67 .013 .00 .00 PIPE 2848.664 1435.654 .824 1436.479 20.80 17.02 4.50 1440.98 .00 1.63 1.97 2.000 .000 .00 1 .0 4.600 .1450 .0626 .29 .82 3.81 .67 .013 .00 .00 PIPE 2853.265 1436.321 .854 1437.175 20.80 16.23 4.09 1441.27 .00 1.63 1.98 2.000 .000 .00 1 .0 3.776 .1450 .0550 .21 .85 3.55 .67 .013 .00 .00 PIPE FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wtj INo Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem xxxxxxxxxlxxxxxxxxxxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxxxxxxxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X - Fall ZR I Type Ch �xxxxxxx 2857.041 1436.869 .886 1437.755 20.80 15.48 3.72 1441.47 .00 1.63 1.99 2.000 .000 .00 1 .0 3.156 .1450 .0483 .15 .89 3.32 .67 .013 .00 .00 PIPE 2860.198 1437.326 .919 1438.245 20.80 14.76 3.38 1441.63 .00 1.63 1.99 2.000 .000 .00 1 .0 2.667 .1450 .0425 .11 .92 3.09 .67 .013 .00 .00 PIPE 2862.865 1437.713 .953 1438.666 20.80 14.07 3.07 1441.74 .00 1.63 2.00 2.000 .000 .00 1 .0 2.262 .1450 .0374 .08 .95 2.88 .67 .013 .00 .00 PIPE 2865.127 1438.041 .989 1439.030 20.80 13.41 2.79 1441.82 .00 1.63 2.00 2.000 .000 .00 1 .0 1.927 .1450 .0329 .06 .99 2.68 .67 .013 .00 .00 PIPE 2867.054 1438.320 1.027 1439.347 20.80 12.79 2.54 1441.89 .00 1.63 2.00 2.000 .000 .00 1 .0 1.646 .1450 .0290 .05 1.03 2.50 .67 .013 .00 .00 PIPE 2868.700 1438.559 1.067 1439.626 20.80 12.19 2.31 1441.93 .00 1.63 2.00 2.000 .000 .00 1 .0 1.406 .1450 .0256 .04 1.07 2.32 .67 .013 .00 .00 PIPE 2870.107 1438.763 1.109 1439.872 20.80 11.63 2.10 1441.97 .00 1.63 1.99 2.000 .000 .00 1 .0 1.200 .1450 .0226 .03 1.11 2.16 .67 .013 .00 .00 PIPE 2871.307 1438.937 1.153 1440.090 20.80 11.09 1.91 1442.00 .00 1.63 1.98 2.000 .000 .00 1 .0 1.020 .1450 .0200 .02 1.15 2.01 .67 .013 .00 .00 PIPE 2872.327 1439.084 1.199 1440.283 20.80 10.57 1.73 1442.02 .00 1.63 1.96 2.000 .000 .00 1 .0 .846 .1450 .0177 .01 1.20 1.86 .67 .013 .00 .00 PIPE W 0 FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 2686.283 I I 1431.126 .834 I I 1431.960 I 20.80 11.82 I 2.17 I 1434.13 .00 I I 1.40 2.98 I I 3.500 I .000 .00 I 1 .0 13.717 .0156 .0294 .40 .83 2.71 .96 .013 .00 .00 PIPE 2700.000 1431.340 .807 1432.147 20.80 12.40 2.39 1434.53 .00 1.40 2.95 3.500 .000 .00 1 .0 JUNCT STR .1042 .0265 .13 .81 2.90 .013 .00 .00 PIPE 2704.800 1431.840 .939 1432.779 20.80 11.00 1.88 1434.66 .00 1.46 2.78 3.000 .000 .00 1 .0 11.612 .0171 .0221 .26 .94 2.35 1.00 .013 .00 .00 PIPE 2716.412 1432.039 .926 1432.965 20.80 11.20 1.95 1434.91 .00 1.46 2.77 3.000 .000 .00 1 .0 23.040 .0171 .0242 .56 .93 2.41 1.00 .013 .00 .00 PIPE 2739.452 1432.434 .895 1433.329 20.80 11.74 2.14 1435.47 .00 1.46 2.75 3.000 .000 .00 1 .0 17.441 .0171 .0277 .48 .90 2.58 1.00 .013 .00 .00 PIPE 2756.893 1432.733 .865 1433.598 20.80 12.32 2.36 1435.95 .00 1.46 2.72 3.000 .000 .00 1 .0 14.238 .0171 .0316 .45 .87 2.75 1.00 .013 .00 .00 PIPE 2771.131 1432.977 .836 1433.813 20.80 12.92 2.59 1436.40 .00 1.46 2.69 3.000 .000 .00 1 .0 12.148 .0171 .0362 .44 .84 2.94 1.00 .013 .00 .00 PIPE 2783.279 1433.185 .808 1433.993 20.80 13.55 2.85 1436.84 .00 1.46 2.66 3.000 .000 .00 1 .0 10.665 .0171 I I I I .0413 .44 .81 3.14 1.00 .013 .00 .00 I_ PIPE 2793.944 1433.368 .781 1434.149 I 20.80 14.21 I 3.14 I 1437.28 .00 I I 1.46 2.63 I I 3.000 I .000 .00 1 .0 9.549 .0171 .0473 .45 .78 3.36 1.00 .013 .00 .00 I_ PIPE n n n FILE: 16572LINEB.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 9 -29 -2004 Time: 1:11:50 TRACT 16572 WEST SIDE FONTANA LINE "B" INTERIM CONDITION BY: E.I. Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem. ICh Slope I I ( SF Avel HF SSE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 2873.173 1439.207 1.249' 1440.456 20.80 10.08 1.58 1442.03 .00 1.63 1.94 2.000 .000 .00 1 .0 .707 .1450 .0157 .01 1.25 1.72 .67 .013 .00 .00 PIPE 2873.880 1439.309 1.301 1440.611 20.80 9.61 1.43 1442.04 .00 1.63 1.91 2.000 .000 .00 1 .0 .567 .1450 .0139 .01 1.30 1.59 .67 .013 .00 .00 PIPE 2874.447 1439.392 1.357 1440.749 20.80 9.16 1.30 1442.05 .00 1.63 1.87 2.000 .000 .00 1 .0 .441 .1450 .0124 .01 1.36 1.46 .67 .013 .00 .00 PIPE 2874.888 1439.456 1.417 1440.873 20.80 8.74 1.18 1442.06 .00 1.63 1.82 2.000 .000 .00 1 .0 .319 .1450 .0111 .00 1.42 1.35 .67 .013 .00 .00 PIPE 2875.207 1439.502 1.482 1440.,984 20.80 8.33 1.08 1442.06 .00 1.63 1.75 2.000 .000 .00 1 .0 .192 .1450 .0099 .00 1.48 1.23 .67 .013 .00 .00 PIPE 2875.399 1439.530 1.554 1441.084 20.80 7.94 .98 1442.06 .00 1.63 1.66 2.000 .000 .00 1 .0 .071 .1450 .0089 .00 1.55 1.12 .67 .013 .00 .00 PIPE 2875.470 1439.540 1.635 1441.175 20.80 7.57 .89 1442.06 .00 1.63 1.55 2.000 .000 .00 1 .0 WALL ENTRANCE 2875.470 1439.540 3.049 1442.589 20.80 2.27 .08 1442.67 .00 1.14 3.00 4.000 3.000 .00 0 .0 T1 TRACT 16572 WEST SIDE, FONTANA 0 T2 LATERAL "C" T3 BY: E.I. SO 1002.8301419.060 1 1421.170 R 1035.0801419.160 1 .013 .000 .000 0 WE 1035.0801419.160 2 .500 SH 1035.0801419.160 2 1419.160 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.390 10.000 .000 .000 .00 Q 9.230 .0 n n n FILE: 16572latc.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -15 -2004 Time: 3:23:50 TRACT 16572 WEST SIDE, FONTANA LATERAL "C" BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.830 1419.060 2.110 1421.170 9.23 2.94 .13 1421.30 .00 1.08 .00 2.000 .000 .00 1 .0 32.250 .0031 .0017 .05 2.11 .00 1.27 .013 .00 .00 PIPE 1035.080 1419.160 2.064 1421.224 9.23 2.94 .13 1421.36 .00 1.08 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1035.080 1419.160 2.261 1421.422 9.23 .41 .00 1421.42 .00 .30 10.00 4.390 10.000 .00 0 .0 CMP Riser Elevation Calculation (30 inch Diameter) Equations and Constants were Derived From Brater, E.F. and King, H.W. 1976. Handbook Of Hydraulics, 65th Edition. McGraw Hill, New York. H = (Q/CL) ^(2/3) H = Distance Between Maximum Water Surface and Top of CMP Riser (ft) C = Constant Q = Q100 (cfs) L = Represents The Length Of The Opening And Can Be Calculated Using The Equation L =(Pi)D D= 2.5 ft L= 7.85 ft C = 3.087 Q = 20.8 cfs L = 7.85 ft C' H = (20.8/(3.087)(7.85)) ^2 /3 H = 0.90 ft USED= 2.5 ft A T1 TRACT 16572 WEST S C4� T2 OUTPIPE FLOW T3 BY : E.I. SO 0999.250 416.830 R 1005.370 416.848 TS 1009.730 416.861 R 1054.770 417.002 TS 1058.000 417.008 R 1171.000 417.353 TS 1175.000 417.368 R 1222.230 417.510 WE 1222.230 417.510 TS 1226.230 417.522 SH 1226.230 417.522 CD 1 3 0 .000 CD 2 3 0 .000 CD 3 3 0 .000 CD 4 3 0 .000 CD 5 4 1 .000 CD 6 3 0 .000 CD 7 2 0 .000 Q 33.22 m IDE FONTANA 1 416.830 1 .014 2 .014 2 .014 3 .014 3 .014 4 .014 4 .014 6 .200 7 .014 7 417.522 .583 6.000 .000 .000 .00 1.000 4.000 .000 .000 .00 1.500 4.000 .000 .000 .00 2.000 4.000 .000 .000 .00 2.500 .000 .000 .000 .00 5.500 6.000 .000 .000 .00 5.500 9.500 .000 .000 .00 .0 - 45.000 .000 .000 .000 .000 .000 66.000 .000 .000 0 0 0 0 FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 2:28:18 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.250 416.830 .583' 417.413 33.22 9.50 1.40 418.81 .58 .58 6.00 .583 6.000 .00 0 .0 6.120 .0029 .0469 .29 .58 2.19 .58 .014 .00 .00 BOX 1005.370 416.848 1.050 417.898 33.22 9.50 1.40 419.30 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0208 .09 1.05 2.19 .014 .00 .00 BOX 1009.730 416.861 1.596 418.457 33.22 8.31 1.07 419.53 .00 1.00 4.00 1.000 4.000 .00 0 .0 45.040 .0031 .0208 .94 1.60 1.46 1.00 .014 .00 .00 BOX 1054.770 417.002 2.391 419.393 33.22 8.31 1.07 420.46 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0019 .0061 .02 2.39 1.46 .014 .00 .00 BOX 1058.000 417.008 3.083 420.091 33.22 5.54 .48 420.57 .00 1.29 4.00 1.500 4.000 .00 0 .0 113.000 .0031 .0061 .69 3.08 .80 1.50 .014 .00 .00 BOX 1171.000 417.353 3.428 420.781 33.22 5.54 .48 421.26 .00 1.29 4.00 1.500 4.000 .00 0 .0 TRANS STR .0038 .0026 .01 3.43 .80 .014 .00 .00 BOX 1175.000 417.368 3.659 421.027 33.22 4.15 .27 421.29 .00 1.29 4.00 2.000 4.000 .00 0 .0 47.230 .0030 .0026 .12 .00 .52 1.56 .014 .00 .00 BOX 1222.230 417.510 3.687 421.197 33.22 4.15 .27 421.46 .00 1.29 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1222.230 417.510 3.972 421.482 33.22 1.39 .03 421.51 .00 .98 6.00 5.500 6.000 .00 0 .0 TRANS STR .0030 .0001 .00 3.97 .12 .014 .00 .00 BOX n n n FILE: 16572ol.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 2:28:18 TRACT 16572 WEST SIDE FONTANA OUTPIPE FLOW BY : E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopiHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1226.230 417.522 3.983 421.505 33.22 .88 .01 421.52 .00 .72 9.50 5.500 9.500 .00 0 .0