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HomeMy WebLinkAboutValley Trails0 ALLARD ENGINEERING � aw — 1 --ma +anov loa 0sanningi VALLEY TRAILS PRELIMINARY HYDROLOGY AND HYDRAULIC REPORT Original: June 21, 2006 1" Revision: August 28, 2006 Prepared For: SOUTH FONTANA INVESTMENT COMPANY, LLC 1156 N. Mountain Ave. Upland, CA 91785 Phone: (909) 985 0971 Job 161 Imber REVIEWED BY 34t CIVIL ENGINEERIING'DOCUMENT DaN AS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH APPLICABLE CITY STANDARDS. ACCEPTANCE BY THE REVIEWER OF ANY ELEMENTS OF THE ENGINEERING DOCUMENT DOES NOT CONSTITUTE A WARRANTY AND DOES NOT RELIEVE THE APPLICANT OR APPLICANT'S CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND STANDARDS. SIGNATURE DATE 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Table of Contents Discussion Hydrology Reference Material Offsite Hydrology — Tributary to Park Rational Methods Predeveloped Developed Unit Hydrograph — Developed Condition Channel and Storm Drain Sizing Calculations Onsite Hydrology — Tributary to Detention Basin Rational Methods CPredeveloped 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Stone Event Developed 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event N Unit Hydrograph I*MW Developed 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event Hydrograph Routing 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event ,#law Detention Basin Volume Table WSPG — Detention Basin Outlet Predeveloped Hydrology Exhibit Developed Hydrology Exhibit Offsite — Tributary to Park 8 N Discussion Introduction The Valley Trails Specific Plan comprises an area of approximately 288 acres in the southern part of the City of Fontana, south of Jurupa Avenue, between the Jurupa Mountains and Linden Avenue. The watershed that the Valley Trails Specific Plan is located within is bordered by Tamarind Avenue to the west and the ridge line adjacent to Larch Avenue to the east. Presently this area drains to a borrow pit that is located northeast of the intersection of El Rivino Road and Cedar Avenue. The borrow pit currently functions as a retention basin. The Valley Trails Specific Plan lies within the Project Area 3-4 Drainage Plan prepared by the County of San Bernardino and adopted by the City of Fontana. The Project 3-4 plan was initially adopted in October, 1992 and updated in September, 1997. Very little of the storm drain improvements proposed by the plan have been constructed. In fact development has occurred in some areas over the past 13 years that drain significantly differently than proposed by Project 3-4. The portion of the Project Area 3-4 plan that included Valley Trails is comprised primarily of underground storm drain pipes trending in a southeasterly direction toward the Cedar Avenue/El Rivino Road intersection then east along El Rivino Road and ultimately south near Agua Mansa Avenue to the Santa Ana River via a drainage channel adjacent to Riverside Avenue. Existing topographic relief for the project site consists of relatively mild slopes except for the westerly portion being the Jurupa Hills with accordingly relatively steep terrain. The existing site drainage generally sheet flows in an easterly direction. No 100 -year floodplain are located on the site. The Valley Trails plan will consist of different types of land use including private recreation, detached and attached residential units and an elementary school. Although a steep hillside exists on the site with no development potential, the majority of the site drains at a gradual 3% - 4% slope in a northeasterly direction to Locust Avenue, where the runoff is concentrated and continues to drain east down 11th Avenue until they reach Linden Avenue, where the runoff is redirected south to 7`h Avenue. Once the runoff reaches 7h Avenue it is redirected east to Cedar Avenue where the runoff is intercepted by a catch basin on the west side of the street and conveyed east to the borrow pit. Upon development of the site, increased imperviousness will generate additional runoff. The detention basin will be designed so that it also serves as a water quality basin. Existing downstream drainage facilities cannot adequately convey the increased runoff. Therefore, a detention basin will be constructed to reduce the developed peak discharge back to at least 90% of the pre -developed peak discharge. The detention basin will be designed according to city and county policy. The proposed onsite drainage facilities for the majority of the balance of the site will convey surface flows to the detention basin. A proposed 60" RCP will convey surface flows from the detention basin to the borrow pit. Prior to the approval of any final map that will drain to the borrow pit, detailed drainage/hydrological studies shall be required to address on-site drainage conditions and increased runoff flows associated with proposed land uses on a subdivision -level basis. Drainage facilities within road right-of- ways and drainage easements within the specific plan are proposed to be maintained by the City of Fontana. The project 3-4 Drainage Plan will be revised to show the impact this project will have on the downstream facilities. The proposed facilities downstream of the detention basin are in unincorporated County and the project is in Fontana. It is anticipated that the cost of constructing these downstream facilities will be credited against drainage impact fees paid to the City as these improvements will have a positive impact on development in the City. The existing water reservoirs that are within the specific plan are filled by large transmissions lines that are charged by pumps that are owned and operated by West Valley Water District. The reservoirs have pipes and devices that safely discharge water in the event the pumps intentional or through a system failure do not turn off. As is customary, the hydrology studies that will be prepared for the final project plans will consider the chance occurrence that these pumps do not function properly. The overflow water will be routed safely to streets and/or storm drain systems to protect property and the public from injury. Purpose The purpose of this Hydrology Report is to determine storm water runoff for the site and the associated tributary areas and show that the storm drain and detention basin are adequately sized to convey the runoff in a safe manner. Detailed hydraulic calculations for streets, storm drain systems and catch basins will be included in the subsequent reports when final engineered plans are provided. This report will also demonstrate that the peak discharge of the project area in the developed condition will not exceed 90% of the pre -developed peak discharge. Criteria The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. Civil Cad and AES computer software were utilized to perform computations. Onsite Findings The proposed 60" storm drain pipe is adequately sized to convey the 100 -year flow event from the detention basin to the borrow pit. Hydrograph routing results demonstrate the detention basin shall be adequately sized to reduce the developed conditions peak flow rate back to 90% of the pre -developed level. Furthermore, the basin will completely drain within 12 hours after the peak flow event. Calculations and exhibits accompany this discussion to further illustrate these findings. Flow Comparison Table Storm Event Predevelo ed Condition 90 % Predevelo ed Condition Developed Condition Routed 2 1 59.1 53.2 1 319.2 127.2 10 343.9 309.5 598.1 196.8 25 451.6 406.4 720.3 204.8 100 593.0 533.7 872.3 213.6 Offsite Findings There will be additional flows from offsite areas that will confluence with the flows outlet from the detention basin. A proposed park north of the detention basin will be constructed and the associated drainage improvements will intercept flows from Jurupa Avenue and combine them with the flows outlet from the detention basin. Calculations illustrate that no additional runoff will be produced as a result of the introduction of the park. Hydraulic analysis shows that approximately a 9.5' RCP or a channel with a 20' base width will be sufficient to convey the runoff through the park. Calculations and Exhibits accompany this discussion to further illustrate these findings !N 10 fes• .. ql PRA " ..tea_ -110MUMmomv .it��.s IMAGE! wom. No � 3 R•.ii •i:'y� ",IILLEY AREA - elm s -s swwtt s -i, y I I I' RTw I -T z R R I.s-1 4W _ 4-4— -Y i — - i q _ R2 f I I 1 I„�;` - — -- L— — — —'= I I I I I I: I I I 7 17 I,rrl ',1 I r 77-1 L NEUT + -T IN •1-- o I 8-13 FIGURE ", ��l� _rlLJ_L--ksh r I— NEUT + -T IN •1-- o ii M'illl �Ono, ' � ` -I/ r cpm IIEOL _ `- \ r_ ®weN��r1�il�'!� u 6 IMP- IE I I I RZE �7 R IDE RZW REDUCED DRAWING VALLEY AMA SCALE I�� = 4 MILS Xs-IOOY�EAR 6 MOOR 3-101 6 HOU” BERNARDINO COUNTY "t OLOGY MANUAL JAKA` CA HIMINCf ►IIBGnTATON I•NOIO) cwt w[ r r I = a�! I 8-13 FIGURE ", 1-- _rlLJ_L--ksh r I— + -T IN •1-- o -..:. � I ►- Ti . ' � ` -I/ r _ -� SIS IIEOL _ `- \ r_ u IE I I I RZE R IDE RZW REDUCED DRAWING VALLEY AMA SCALE I�� = 4 MILS Xs-IOOY�EAR 6 MOOR 3-101 6 HOU” BERNARDINO COUNTY "t OLOGY MANUAL JAKA` CA HIMINCf ►IIBGnTATON I•NOIO) cwt w[ r r I = a�! I 8-13 FIGURE ", T4N x (1 W R R6W T R W + - -- 1 i4W { -e, - 1 -- - -? - R2W r r -- - r 7 F!W '.'i RIE R2E � - - -I i - t' -I " �•�— - - - - I - --^'`' r - /I e I `. I �� ± ,i,,` ..__ I I A i i e I VALLEY AREA 11wY[TAI.i Yr - to YEAR1 "am mum sw-*A"fW Rw; S WAa i .fir, �1■:. `. , �•. �1►�� '� �� �!,I .rte• � �, z- . MIVA .•ANN e•- ��►�� relFIE :- ®. MR �- VALLEY AREA 11wY[TAI.i Yr - to YEAR1 "am mum sw-*A"fW Rw; S -�1►'��� ' `"� ��� � �- - `''fes -�?��� - �, ��, Fesr.___ � - - •'�?��.� Na own mg all from '��!�� :mss �•+��•�lil�- •_ .. �,:. om� DRAWING SCALE I" - 4 MILES I WI =o C-) s"4—ws—no. WU HYDROLOGIC SOILS GROUP MAP SAN BERNARDINO COUNTY SCALE REDUCED BY 1/2 FOR HYDROLOGY MANUAL SOUTHWEST—C AREA 6NI Im ACTUAL IMPERVIOUS COVER Recommended Value For Average Land Use (1) Range -Percent Conditions -Percent (2) Natural or Agriculture 0 - 0 -0- Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 1 acre lots 10 - 25 20, 2 dwellings/acre 20 - 40 30 3-4 dwellings/acre 30 - 50 40 5-7 dwellings/acre 35 - 55 50 8-10 dwellingttacre 50 - 70 60 More than 10 dwellings/acre 65 - 90 , 0 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 -90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase, impery ious area 5 percent over the,,, values recommended in the table above. SAN BERNARDINO COUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS RM Figure C-4 DEVELOPED CONDITION UNIT HYDROGRAPHS m 14 24-HOUR SYNTHETIC CRITICAL STORM PATTERN VALLEY TRAILS 2 Year Inches 5 Year Inches 10 Year Inches 25 Year Inches 100 Year Inches 5 Minute 0.20 0.29 0.33 0.37 0.47 30 Minute 0.45 0.58 0.69 0.84 0.98 1 Hour 0.53 0.76 0.90 1.08 1.30 3 Hour 1.12 1.40 1.58 1.83 2.27 6 Hour 1.60 -2.04 2.34 2.72 3.40 24 Hour 3.00 4.12 4.88 5.71 7.50 DETENTION BASIN HYDROLOGY DESIGN CRITERIA STORM FREQUENCY 2 Year 10 Year 25 Year 100 Year Rainfall Intensity (*) (undeveloped/developed) 212 5/10 10 / 25 25 / 100 AMC (undeveloped/developed) 1/111 II / 111 II / I11 II / 111 (") Per City and County Criteria M H ... ..,..�. �....�.,`.._,. -4f... ....:.,.<_.,..«a,......w......vA.r.^++mu.v�'-;.v.�..,.. _,�. .,�...+...a.amu:.,....«.H n+e-+rv....<«-.u,. ... .b-....c.� .. ...,. _ IN HYDROLOGY REFERENCE MATERIAL IN SITE m VICINITY MAP N. TS. 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" - v 31.00 TTS- - ERS E- ?• — � _- -- •- wee _ T — -__ r- ..�ER �_ r- SP *i` / — _ _ — I_- _1� _ ; -_ r - _ � — ..°' , � r -� . � i d R W „ ,5 , R3 R2W \' To'R! • • • IL ti SAN BERNAROINO COtAITY + - r � --- -- --i•'�`t, � - -tom` ;-- - --- -- - --+ - - - -, -- - -fi FLOOD QMTROL DISTRICT --� — R5w �� L REDUCED DRAWING VALLEY AREA I IF �SONTRDL` WHYETALS — — -' I 1 �s' ! - -1- - - _ �_ _ - - SCALE Ir = 4 Hili ES _ X( 2 YEAR .6 HOUR I I I I DAYS%' ,- _ �,' - - t- SAN BERNARDINO COUNTY MiD W Y.M�C, IWAAXLAS !,W3 t A - -- 130,- --4 - - - - - i - -- - - - - - - - -- ROW , R7w ' - - J Rsw HYDROLOGY MANUAL LES CO ISOLINES PREC:P�TATION (INCHES) F °� � CKs w � 1962 f •eta w�o-1 1 N 1!t ^4 FIGURE B-1 ' R7W R R A 4Wa -1 4--4— ---r -- - �Q —� 1 I — T I „T•;3a I I I 4iTii5 '�» R2E L t — — T1.2.31 I (' : ,13.0 •� Ib . I to w ' I 'k , . . • T0 �°�' \ I r �• I ,n • .` ' 4. 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R IfA 0 '•� r DI c ' FON TAN A.� 2.5 ' } • AA _ WAS. ,s` � 1 �d t ~ • pgso o- � -1- Q ��� �-� -- --_ �,� -� • .I -- -t — I : € TIS — — i' - _ I 0 TkRIO I 3S• ,L, ! OLT i a j •3, T REDLANDS a,a _ i �J I —I— t - _ NIS —_� - -1- •.l.Q A.,II,A r • r _ -v _ r_� _._ l s` N. w, f N ' ~ V • I `� f ~ I lk t- �,,,. .MC„ I 1 s.o I I 3 T — ACHINO •. "•� 4- 7� ,»„/� �w.o IE ! I I R2E f I — \ -r RIVSREIOE 1 J 1 •' {34.00 59 R4W T•IS I R2W SRI i t — r —I — rt + n -- I� r — �- -- — ! -- t —I SAN DERMARUNo Cdtxry FUM CONTAQ6 DISTRICT PRAo J- - -R5w (\ REDUCED DRAWING �-LEY.AREA 1 1 1 I ODD CO =` I I I 1 I, T3S — — — I D CO .. _ i i i I L g01�TETAL3 _. AS 1 DAM* - - —, - T - ,- _ _ �_ SCALE 1 = 4 MILES � i I X3 - IOO YEAfIf - 6• HEiUR - - -- ;- -4 — - SAN BERNARDINO COUNTY - sum ON Y.iOC• MOAA Rita !a OTS `I C A 1 ,7110 ' ME110vm IM L FL. Comm 1 I R8W I 1 4. R Rew HYDROLOGY MANUAL C.Q►1NESPRECINTIAT"(INCHES) wuc l"«d ••• ��• 1982 r•a 1A WWI f of 1i _ E•e B-13 FIGURE 8-5 y Predeveloped Rational Method e 10 I1%W1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY ************************** * Offsite Analysis - Valley Trails * Tributary to Park + Undeveloped Park * 100 Year Storm Event ************************************************************************** FILE NAME: VALLEYT.DAT TIME/DATE OF STUDY: 10:59 11/10/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1095.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.215 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.223 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 too,, "2 DWELLINGS/ACRE" B 3.60 .75 .70 56 13.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA RUNOFF(CFS) = 8.74 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.74 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1095.00 DOWNSTREAM(FEET) = 1080.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1250.00 CHANNEL SLOPE _ .0120 CHANNEL FLOW THRU SUBAREA(CFS) = 8.74 FLOW VELOCITY(FEET/SEC) = 2.65 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.87 Tc(MIN.) = 21.09 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 32.00 .75 .70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 32.00 SUBAREA RUNOFF(CFS) = 55.04 EFFECTIVE AREA(ACRES) = 35.60 AREA -AVERAGED Fm(INCH/HR) _ .52 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .70 TOTAL AREA(ACRES) = 35.60 PEAK FLOW RATE(CFS) = 61.23 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)<< < UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1052.00 STREET LENGTH(FEET) = 2600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 108.90 ^' ***STREET FLOWING FULL*** ,. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.64 STREET FLOW TRAVEL TIME(MIN.) = 7.25 Tc(MIN.) = 28.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.039 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 77.00 .98 .70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 94.01 EFFECTIVE AREA(ACRES) = 112.60 AREA -AVERAGED Fm(INCH/HR) _ .63 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .70 TOTAL AREA(ACRES) = 112.60 PEAK FLOW RATE(CFS) = 142.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.66 DEPTH*VELOCITY(FT*FT/SEC.) = 5.70 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2600.0 FT WITH ELEVATION -DROP = 28.0 FT, IS 104.4 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 3.00 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1052.00 DOWNSTREAM ELEVATION(FEET) = 1039.00 STREET LENGTH(FEET) = 2600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 186.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 1.11 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 6.54 STREET FLOW TRAVEL TIME(MIN.) = 7.36 Tc(MIN.) = 35.70 �* * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.775 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 77.00 .75 .70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 86.74 EFFECTIVE AREA(ACRES) = 189.60 AREA -AVERAGED Fm(INCH/HR) _ .59 AREA -AVERAGED Fp(INCH/HR) = .84 AREA -AVERAGED Ap = .70 TOTAL AREA(ACRES) = 189.60 PEAK FLOW RATE(CFS) = 202.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.15 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.09 DEPTH*VELOCITY(FT*FT/SEC.) = 7.02 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2600.0 FT WITH ELEVATION -DROP = 13.0 FT, IS 102.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 4.00 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 35.70 1"0` * 100 YEAR RAINFALL INTENSITY(INCH/HR).= 1.775 14o1W SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 44.00 .42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 53.82 EFFECTIVE AREA(ACRES) = 233.60 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = .76 TOTAL AREA(ACRES) = 233.60 PEAK FLOW RATE(CFS) = 256.39 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA«« < ELEVATION DATA: UPSTREAM(FEET) = 1039.00 DOWNSTREAM(FEET) = 1029.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = .0074 CHANNEL FLOW THRU SUBAREA(CFS) = 256.39 FLOW VELOCITY(FEET/SEC) = 5.45 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) = 39.82 °%„„ FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8.1 ------------------------------------ ---------------------------------------- �'^ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-<< MAINLINE Tc(MIN) = 39.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 179.00 .75 .70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 179.00 SUBAREA RUNOFF(CFS) = 183.47 EFFECTIVE AREA(ACRES) = 412.60 AREA -AVERAGED Fm(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) _ .74 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 412.60 PEAK FLOW RATE(CFS) = 416.15 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 39.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 39.00 .75 .70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 39.00 SUBAREA RUNOFF(CFS) = 39.97 EFFECTIVE AREA(ACRES) = 451.60 AREA -AVERAGED Fm(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) _ .74 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 451.60 PEAK FLOW RATE(CFS) = 456.13 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -------------- ---------------- ELEVATION DATA: UPSTREAM(FEET) = 1029.00 DOWNSTREAM(FEET) = 1022.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE _ .0047 CHANNEL FLOW THRU SUBAREA(CFS) = 456.13 FLOW VELOCITY(FEET/SEC) = 5.19 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.81 Tc(MIN.) = 44.64 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 44.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 167.00 .75 .70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 167.00 SUBAREA RUNOFF(CFS) = 154.64 EFFECTIVE AREA(ACRES) = 618.60 AREA -AVERAGED Fm(INCH/HR) _ .54 AREA -AVERAGED Fp(INCH/HR) = .74 AREA -AVERAGED Ap = .72 TOTAL AREA(ACRES) = 618.60 PEAK FLOW RATE(CFS) = 566.06 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 44.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 10.00 .42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 10.23 EFFECTIVE AREA(ACRES) = 628.60 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .74 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 628.60 PEAK FLOW RATE(CFS) = 576.29 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6.1 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ------------------------------------------------ UPSTREAM ELEVATION(FEET) = 1022.00 DOWNSTREAM ELEVATION(FEET) = 1020.00 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 581.72 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 2.28 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 16.91 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 46.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 11.00 .42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 10.87 EFFECTIVE AREA(ACRES) = 639.60 AREA -AVERAGED Fm(INCH/HR) _ .53 AREA -AVERAGED Fp(INCH/HR) = .73 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 639.60 PEAK FLOW RATE(CFS) = 576.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 2.27 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 7.38 DEPTH*VELOCITY(FT*FT/SEC.) = 16.77 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 850.0 FT WITH ELEVATION -DROP = 2.0 FT, IS 17.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6.1 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 1010.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 612.78 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 1.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 12.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 19.32 STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 47.62 Dow * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 100.00 .98 .70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 100.00 SUBAREA RUNOFF(CFS) = 72.98 EFFECTIVE AREA(ACRES) = 739.60 AREA -AVERAGED Fm(INCH/HR) _ .55 AREA -AVERAGED Fp(INCH/HR) = .76 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 739.60 PEAK FLOW RATE(CFS) = 626.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 12.59 DEPTH*VELOCITY(FT*FT/SEC.) = 19.70 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 800.0 FT WITH ELEVATION -DROP = 10.0 FT, IS 204.7 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 8.00 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 47.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 146.00 .98 .70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .70 SUBAREA AREA(ACRES) = 146.00 SUBAREA RUNOFF(CFS) = 106.55 EFFECTIVE AREA(ACRES) = 885.60 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) = .79 AREA -AVERAGED Ap = .72 TOTAL AREA(ACRES) = 885.60 PEAK FLOW RATE(CFS) = 733.05 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -------------------- ELEVATION DATA: UPSTREAM(FEET) = 1010.00 DOWNSTREAM(FEET) = 997.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = .0162 CHANNEL FLOW THRU SUBAREA(CFS) = 733.05 FLOW VELOCITY(FEET/SEC) = 11.29 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 48.80 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------- MAINLINE Tc(MIN) = 48.80 err•. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.472 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A 10.00 .60 1.00 67 NATURAL POOR COVER "GRASS" B 10.00 .42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .51 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 17.36 EFFECTIVE AREA(ACRES) = 905.60 AREA -AVERAGED Fm(INCH/HR) _ .57 AREA -AVERAGED Fp(INCH/HR) = .79 AREA -AVERAGED Ap = .73 TOTAL AREA(ACRES) = 905.60 PEAK FLOW RATE(CFS) = 733.05 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 905.60 TC(MIN.) = 48.80 EFFECTIVE AREA(ACRES) = 905.60 AREA -AVERAGED FM(INCH/HR)= .57 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .73 PEAK FLOW RATE(CFS) = 733.05 END OF RATIONAL METHOD ANALYSIS IM Developed Rational Method IN **************************************************************************** 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Offsite Analysis - Valley Trails * Tributary to Park - Developed Park * 100 Year Strom Event ************************************************************************** FILE NAME: VALLEYOS.DAT TIME/DATE OF STUDY: 16:52 06/20/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 *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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 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 0.00 TO NODE 1.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1095.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.215 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.223 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 "2 DWELLINGS/ACRE" B 3.60 0.75 0.70 56 13.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 8.74 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.74 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1095.00 DOWNSTREAM(FEET) = 1080.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1250.00 CHANNEL SLOPE = 0.0120 CHANNEL FLOW THRU SUBAREA(CFS) = 8.74 FLOW VELOCITY(FEET/SEC) = 2.65 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.87 Tc(MIN.) = 21.09 �.. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 32.00 0.75 0.70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 32.00 SUBAREA RUNOFF(CFS) = 55.04 EFFECTIVE AREA(ACRES) = 35.60 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 35.60 PEAK FLOW RATE(CFS) = 61.23 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED) < <<< �* UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1052.00 STREET LENGTH(FEET) = 2600.00 CURB HEIGHT(INCHES) = 6.0 14 m 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 108.90 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.64 STREET FLOW TRAVEL TIME(MIN.) = 7.25 Tc(MIN.) = 28.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.039 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 77.00 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) = 77.00 SUBAREA RUNOFF(CFS) = 94.01 EFFECTIVE AREA(ACRES) = 112.60 AREA -AVERAGED Fm(INCH/HR) = 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 112.60 PEAK FLOW RATE(CFS) = 142.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.66 DEPTH*VELOCITY(FT*FT/SEC.) = 5.70 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2600.0 FT WITH ELEVATION -DROP = 28.0 FT, IS 104.4 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 3.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 4350.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1052.00 DOWNSTREAM ELEVATION(FEET) = 1039.00 STREET LENGTH(FEET) = 2600.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 186.02 rr ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 1.11 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 6.54 STREET FLOW TRAVEL TIME(MIN.) = 7.36 Tc(MIN.) = 35.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.775 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 77.00 0.75 0.70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 86.74 EFFECTIVE AREA(ACRES) = 189.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 189.60 PEAK FLOW RATE(CFS) = 202.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.15 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.09 DEPTH*VELOCITY(FT*FT/SEC.) = 7.02 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2600.0 FT WITH ELEVATION -DROP = 13.0 FT, IS 102.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 4.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 6950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 35.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.775 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 44.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 53.82 EFFECTIVE AREA(ACRES) = 233.60 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 233.60 PEAK FLOW RATE(CFS) = 256.39 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 ---------------------------------------------------------------------------- 1#mw >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1039.00 DOWNSTREAM(FEET) = 1029.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = 0.0074 CHANNEL FLOW THRU SUBAREA(CFS) = 256.39 FLOW VELOCITY(FEET/SEC) = 5.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) = 39.82 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 8300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 39.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 179.00 0.75 0.70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 179.00 SUBAREA RUNOFF(CFS) = 183.47 EFFECTIVE AREA(ACRES) = 412.60 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 412.60 PEAK FLOW RATE(CFS) = 416.15 too,, FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 39.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 39.00 0.75 0.70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 39.00 SUBAREA RUNOFF(CFS) = 39.97 EFFECTIVE AREA(ACRES) _ • 451.60 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 451.60 PEAK FLOW RATE(CFS) = 456.13 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1029.00 DOWNSTREAM(FEET) = 1022.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0047 ?00101 CHANNEL FLOW THRU SUBAREA(CFS) = 456.13 FLOW VELOCITY(FEET/SEC) = 5.19 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.81 Tc(MIN.) = 44.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 9800.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 44.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 167.00 0.75 0.70 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 167.00 SUBAREA RUNOFF(CFS) = 154.64 EFFECTIVE AREA(ACRES) = 618.60 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 618.60 PEAK FLOW RATE(CFS) = 566.06 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 44.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 10.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 10.23 EFFECTIVE AREA(ACRES) = 628.60 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 628.60 PEAK FLOW RATE(CFS) = 576.29 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1022.00 DOWNSTREAM ELEVATION(FEET) = 1020.00 STREET LENGTH(FEET) = 850.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 581.72 ,%w' ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 2.28 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 16.91 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 46.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 11.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 10.87 EFFECTIVE AREA(ACRES) = 639.60 AREA -AVERAGED FM(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 639.60 PEAK FLOW RATE(CFS) = 576.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 2.27 HALFSTREET FLOOD WIDTH (FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 7.38 DEPTH*VELOCITY(FT*FT/SEC.) = 16.77 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 850.0 FT WITH ELEVATION -DROP = 2.0 FT, IS 17.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 7.00 = 10650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<< ------------------- ------------------ UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 1010.00 STREET LENGTH(FEET) = 800.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 612.78 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. �STREET FLOW DEPTH(FEET) = 1.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 12.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 19.32 STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 47.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 100.00 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) = 100.00 SUBAREA RUNOFF(CFS) = 72.98 EFFECTIVE AREA(ACRES) = 739.60 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 739.60 PEAK FLOW RATE(CFS) = 626.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 12.59 DEPTH*VELOCITY(FT*FT/SEC.) = 19.70 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 800.0 FT WITH ELEVATION -DROP = 10.0 FT, IS 204.7 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 8.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 8.00 = 11450.00 FEET. **************************************************************************** " FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 47.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 146.00 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) = 146.00 SUBAREA RUNOFF(CFS) = 106.55 EFFECTIVE AREA(ACRES) = 885.60 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 885.60 PEAK FLOW RATE(CFS) = 733.05 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ------------------ - ELEVATION DATA: UPSTREAM(FEET) = 1010.00 DOWNSTREAM(FEET) = 997.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0162 CHANNEL FLOW THRU SUBAREA(CFS) = 733.05 FLOW VELOCITY(FEET/SEC) = 11.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 48.80 :)OMI LONGEST FLOWPATH FROM NODE 0.00 TO NODE 9.00 = 12250.00 FEET. �1rr✓ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------- MAINLINE Tc(MIN) = 48.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.472 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL. AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 10.00 0.98 0.85 32 PUBLIC PARK B 10.00 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 13.31 EFFECTIVE AREA(ACRES) = 905.60 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 905.60 PEAK FLOW RATE(CFS) = 733.05 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE -------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 905.60 TC(MIN.) = 48.80 EFFECTIVE AREA(ACRES) = 905.60 AREA -AVERAGED Fm(INCH/HR)= 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.72 PEAK FLOW RATE(CFS) = 733.05 ------------ END OF RATIONAL METHOD ANALYSIS 8 Developed Condition Unit Hydrograph y M 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 11/09/05 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- Offsite Analysis - Valley Trails Tributary to Park 100 Year Storm Event Storm Event Year = 100 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used °0-1 English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall inteftsity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 905.60 1 1.30 -------------------------------------------------------------------- Rainfall data for year 100 905.60 6 3.50 -------------------------------------------------------------------- Rainfall data for year 100 905.60 24 8.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** s SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 56.0 56.0 905.60 1.000 0.734 0.700 0.514 Area -averaged adjusted loss rate Fm (In/Hr) = 0.514 AVW ********* Area -Averaged low loss rate fraction, Yb ********** vftw Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 633.92 0.700 56.0 56.0 7.86 0.362 271.68 0.300 98.0 98.0 0.20 0.970 Area -averaged catchment yield fraction, Y = 0.544 Area -averaged low loss fraction, Yb = 0.456 User entry of time of concentration = 0.813 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 905.60(Ac.) Catchment Lag time = 0.651 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 12.8079 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.514(In/Hr) Average low loss rate fraction (Yb) = 0.456 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.481(In) Computed peak 30 -minute rainfall = 0.985(In) Specified peak 1 -hour rainfall = 1.300(In) Computed peak 3 -hour rainfall = 2.386(In) Specified peak 6 -hour rainfall = 3.500(In) Specified peak 24-hour rainfall = 8.000(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 = 10952.10 (CFS)) 1 0.728 Rainfall depth area reduction factors: 189.769 Using a total area of 905.60(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.958 Adjusted rainfall = 0.461(In) 30 -minute factor = 0.958 Adjusted rainfall = 0.943(In) 1 -hour factor = 0.958 Adjusted rainfall = 1.245(In) 3 -hour factor = 0.995 Adjusted rainfall = 2.373(In) 6 -hour factor = 0.997 Adjusted rainfall = 3.490(In) 24-hour factor --------------------------------------------------------------------- = 0.999 Adjusted rainfall = 7.991(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 = 10952.10 (CFS)) 1 0.728 79.752 2 2.461 189.769 3 5.342 315.497 4 10.652 581.612 5 17.788 781.568 6 25.909 889.368 7 35.112 1007.944 8 46.005 1192.971 0001, 9 57.376 1245.369 �v 10 68.582 1227.346 11 75.663 775.496 12 81.195 605.883 13 86.870 621.532 14 89.806 321.510 15 92.407 284.842 16 94.541 233.788 17 96.070 167.388 18 97.135 116.697 19 97.943 88.437 20 98.296 38.660 21 98.526 25.252 22 98.757 25.252 23 98.987 25.252 24 99.218 25.240 25 99.448 25.243 26 99.679 25.252 27 99.893 23.407 28 100.000 11.773 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4607 0.4607 2 0.6079 0.1472 3 0.7150 0.1070 4 0.8022 0.0872 5 0.8770 0.0749 6 0.9434 0.0664 7 1.0034 0.0600 8 9 1.0584 1.1095 0.0551 0.0511 10 1.1573 0.0478 11 1.2022 0.0450 12 1.2448 0.0426 13 1.3047 0.0599 14 1.3628 0.0580 15 1.4191 0.0564 16 1.4740 0.0548 17 1.5274 0.0534 18 1.5795 0.0521 19 1.6305 0.0510 20 1.6804 0.0499 21 1.7292 0.0488 22 1.7771 0.0479 23 1.8241 0.0470 24 1.8703 0.0462 25 1.9157 0.0454 26 1.9603 0.0446 27 2.0042 0.0439 28 2.0475 0.0433 29 2.0902 0.0426 30 2.1322 0.0420 31 2.1737 0.0415 32 2.2146 0.0409 33 2.2550 0.0404 34 2.2948 0.0399 35 2.3342 0.0394 36 2.3732 0.0389 -------------------------------------------------------------------- Total soil rain loss = 0.88(In) Total effective rainfall = 1.49(In) Peak flow rate in flood hydrograph = 956.08(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- 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) 0 250.0 500.0 750.0 1000.0 �. ----------------------------------------------------------------------- : 0+ 5 0.0116 1.69 Q I I --------------------------------------------------------------------- Unit Unit Unit Effective `err Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0389 0.0178 0.0212 2 0.0394 0.0180 0.0214 3 0.0404 0.0184 0.0220 4 0.0409 0.0187 0.0223 5 0.0420 0.0192 0.0229 6 0.0426 0.0194 0.0232 7 0.0439 0.0200 0.0239 8 0.0446 0.0204 0.0243 9 0.0462 0.0210 0.0251 10 0.0470 0.0214 0.0256 11 0.0488 0.0223 0.0266 12 0.0499 0.0227 0.0271 13 0.0521 0.0238 0.0284 14 0.0534 0.0244 0.0291 15 0.0564 0.0257 0.0307 16 0.0580 0.0265 0.0316 17 0.0426 0.0194 0.0232 18 0.0450 0.0205 0.0245 19 0.0511 0.0233 0.0278 20 0.0551 0.0251 0.0300 21 0.0664 0.0302 0.0361 22 0.0749 0.0341 0.0408 23 0.1070 0.0428 0.0642 #0001 24 0.1472 0.0428 0.1044 rrrr 25 0.4607 0.0428 0.4179 26 0.0872 0.0397 0.0474 27 0.0600 0.0274 0.0326 28 0.0478 0.0218 0.0260 29 0.0599 0.0273 0.0326 30 0.0548 0.0250 0.0298 31 0.0510 0.0232 0.0277 32 0.0479 0.0218 0.0261 33 0.0454 0.0207 0.0247 34 0.0433 0.0197 0.0235 35 0.0415 0.0189 0.0226 36 0.0399 0.0182 0.0217 -------------------------------------------------------------------- Total soil rain loss = 0.88(In) Total effective rainfall = 1.49(In) Peak flow rate in flood hydrograph = 956.08(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- 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) 0 250.0 500.0 750.0 1000.0 �. ----------------------------------------------------------------------- : 0+ 5 0.0116 1.69 Q I I 5.73 0+10 0.0511 12.51 0+15 0.1372 25.03 0+20 0.3097 42.01 0+25 0.5990 61.60 0+30 1.0233 84.08 0+35 1.6023 110.93 0+40 2.3663 139.44 0+45 3.3266 168.22 0+50 4.4852 188.08 0+55 5.7804 204.97 1+ 0 7.1921 222.70 1+ 5 8.7258 234.75 1+10 10.3425 246.58 1+15 12.0408 258.02 1+20 13.8178 267.93 1+25 15.6630 276.49 1+30 17.5672 284.12 1+35 19.5240 289.19 1+40 21.5156 1+45 23.5369 1+50 25.5959 1+55 27.7123 2+ 0 29.9303 2+ 5 32.4847 2+10 35.4974 2+15 39.0912 2+20 43.5891 2+25 48.7683 �. 2+30 54.3905 2+35 60.4417 2+40 66.9905 2+45 73.5750 2+50 79.8279 2+55 84.7431 3+ 0 89.0571 3+ 5 93.1673 3+10 96.3719 3+15 99.2878 3+20 101.8545 3+25 104.0327 3+30 105.8483 3+35 107.3535 3+40 108.4981 3+45 109.3841 3+50 110.0612 3+55 110.6049 4+ 0 111.0428 4+ 5 111.3758 4+10 111.6490 4+15 111.8608 4+20 111.9968 4+25 112.0724 4+30 112.1271 4+35 112.1671 4+40 112.2000 ,A'""► 4+45 112.2275 4+50 112.2500 5.73 Q 12.51 Q 25.03 VQ 42.01 VQ 61.60 V Q 84.08 V Q 110.93 V Q 139.44 V Q 168.22 V Q 188.08 V Q 204.97 V Q 222.70 V Q 234.75 V Q� 246.58 V Q� 258.02 V Q 267.93 V Q 276.49 V Q 284.12 V Q 289.19 V Q 293.49 V Q 298.97 VIQ 307.30 V1 Q 322.06 V Q 370.90 IV Q 437.44 1 V Q 521.82 V 653.10 V 752.02 V 0 816.34 VI 878.64 IV 950.87 ( V 956.08 907.91 713.69 626.39 ( Q 596.79 ( Q 465.31 Q 423.39 Q 372.68 Q 316.28 Q 263.62 Q 218.56 Q 166.19 Q 128.66 ( Q 98.32 Q 78.94 Q 63.58 ( Q 48.36 IQ 39.66 IQ 30.76 IQ 19.75 Q 10.98 Q 7.94 Q 5.81 Q 4.78 Q 3.99 Q 3.27 Q Q I Q Q � Q Q V Q V ( Q Q V IV V V V V V V V V V V1 VI VI V1 VI VI VI VI VI I VI VI VI VI 4+55 112.2679 2.60 Q 5+ 0 112.2814 1.96 Q 5+ 5 112.2907 1.35 Q 5+10 112.2960 0.77 Q 5+15 112.2978 0.26 Q IN m vi VI VI VI VI 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 11/09/05 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- Offsite Analysis - Valley Trails Tributary to Park 100 Year Storm Event Storm Event Year = 100 Antecedent Moisture Condition = 2 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 100 905.60 1 1.30 -------------------------------------------------------------------- Rainfall data for year 100 905.60 6 3.50 -------------------------------------------------------------------- Rainfall data for year 100 905.60 24 8.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) how. 56.0 56.0 905.60 1.000 0.734 0.700 0.514 Area -averaged adjusted loss rate Fm (In/Hr) = 0.514 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 633.92 0.700 56.0 56.0 7.86 0.362 271.68 0.300 98.0 98.0 0.20 0.970 Area -averaged catchment yield fraction, Y = 0.544 Area -averaged low loss fraction, Yb = 0.456 User entry of time of concentration = 0.813 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 905.60(Ac.) Catchment Lag time = 0.651 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 12.8079 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.514(In/Hr) Average low loss rate fraction (Yb) = 0.456 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.481(In) Computed peak 30 -minute rainfall = 0.985(In) Specified peak 1 -hour rainfall = 1.300(In) Computed peak 3 -hour rainfall = 2.386(In) Specified peak 6 -hour rainfall = 3.500(In) Specified peak 24-hour rainfall = 8.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 10952.10 (CFS)) 1 0.728 Rainfall depth area reduction factors: 189.769 Using a total area of 905.60(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.958 Adjusted rainfall = 0.461(In) 30 -minute factor = 0.958 Adjusted rainfall = 0.943(In) 1 -hour factor = 0.958 Adjusted rainfall = 1.245(In) 3 -hour factor = 0.995 Adjusted rainfall = 2.373(In) 6 -hour factor = 0.997 Adjusted rainfall = 3.490(In) 24-hour factor --------------------------------------------------------------------- = 0.999 Adjusted rainfall = 7.991(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 10952.10 (CFS)) 1 0.728 79.752 2 2.461 189.769 3 5.342 315.497 4 10.652 581.612 5 17.788 781.568 6 25.909 889.368 7 35.112 1007.944 8 46.005 1192.971 fir.. 9 57.376 1245.369 10 68.582 1227.346 11 75.663 775.496 12 81.195 605.883 rte" 13 86.870 621.532 14 89.806 321.510 15 92.407 284.842 16 94.541 233.788 17 96.070 167.388 18 97.135 116.697 19 97.943 88.437 20 98.296 38.660 21 98.526 25.252 22 98.757 25.252 23 98.987 25.252 24 99.218 25.240 25 99.448 25.243 26 99.679 25.252 27 99.893 23.407 28 100.000 11.773 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4607 0.4607 2 0.6079 0.1472 3 0.7150 0.1070 4 0.8022 0.0872 5 0.8770 0.0749 6 0.9434 0.0664 7 1.0034 0.0600 8 1.0584 0.0551 9 1.1095 0.0511 10 1.1573 0.0478 11 1.2022 0.0450 12 1.2448 0.0426 13 1.3047 0.0599 14 1.3628 0.0580 15 1.4191 0.0564 16 1.4740 0.0548 17 1.5274 0.0534 18 1.5795 0.0521 19 1.6305 0.0510 20 1.6804 0.0499 21 1.7292 0.0488 22 1.7771 0.0479 23 1.8241 0.0470 24 1.8703 0.0462 25 1.9157 0.0454 26 1.9603 0.0446 27 2.0042 0.0439 28 2.0475 0.0433 29 2.0902 0.0426 30 2.1322 0.0420 31 2.1737 0.0415 32 2.2146 0.0409 33 2.2550 0.0404 34 2.2948 0.0399 35 2.3342 0.0394 `mow• 36 2.3732 0.0389 -------------------------------------------------------------------- Total soil rain loss = 0.88(In) Total effective rainfall = 1.49(In) Peak flow rate in flood hydrograph = 956.08(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- 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) 0 250.0 500.0 750.0 1000.0 - - ----------------------------------------- 0+ 5 0.0116 1.69 Q --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall *hw` (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0389 0.0178 0.0212 2 0.0394 0.0180 0.0214 3 0.0404 0.0184 0.0220 4 0.0409 0.0187 0.0223 5 0.0420 0.0192 0.0229 6 0.0426 0.0194 0.0232 7 0.0439 0.0200 0.0239 8 0.0446 0.0204 0.0243 9 0.0462 0.0210 0.0251 10 0.0470 0.0214 0.0256 11 0.0488 0.0223 0.0266 12 0.0499 0.0227 0.0271 13 0.0521 0.0238 0.0284 14 0.0534 0.0244 0.0291 15 0.0564 0.0257 0.0307 16 0.0580 0.0265 0.0316 17 0.0426 0.0194 0.0232 18 0.0450 0.0205 0.0245 19 0.0511 0.0233 0.0278 20 0.0551 0.0251 0.0300 21 0.0664 0.0302 0.0361 22 0.0749 0.0341 0.0408 23 0.1070 0.0428 0.0642 24 0.1472 0.0428 0.1044 00,1 25 0.4607 0.0428 0.4179 26 0.0872 0.0397 0.0474 27 0.0600 0.0274 0.0326 28 0.0478 0.0218 0.0260 29 0.0599 0.0273 0.0326 30 0.0548 0.0250 0.0298 31 0.0510 0.0232 0.0277 32 0.0479 0.0218 0.0261 33 0.0454 0.0207 0.0247 34 0.0433 0.0197 0.0235 35 0.0415 0.0189 0.0226 36 0.0399 0.0182 0.0217 -------------------------------------------------------------------- Total soil rain loss = 0.88(In) Total effective rainfall = 1.49(In) Peak flow rate in flood hydrograph = 956.08(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- 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) 0 250.0 500.0 750.0 1000.0 - - ----------------------------------------- 0+ 5 0.0116 1.69 Q 5.73 0+10 0.0511 12.51 0+15 0.1372 25.03 0+20 0.3097 42.01 0+25 0.5990 61.60 0+30 1.0233 84.08 0+35 1.6023 110.93 0+40 2.3663 139.44 0+45 3.3266 168.22 0+50 4.4852 188.08 0+55 5.7804 I V 1+ 0 7.1921 I V 1+ 5 8.7258 I V 1+10 10.3425 ( V 1+15 12.0408 I V 1+20 13.8178 I V 1+25 15.6630 ( V 1+30 17.5672 I V 1+35 19.5240 I V IQ 1+40 21.5156 V IQ 1+45 23.5369 VIQ 1+50 25.5959 VI Q 1+55 27.7123 V Q 2+ 0 29.9303 IV Q 2+ 5 32.4847 I V 2+10 35.4974 I V 2+15 39.0912 I V 2+20 43.5891 I 2+25 48.7683 i 2+30 54.3905 2+35 60.4417 i 2+40 66.9905 2+45 73.5750 2+50 79.8279 2+55 84.7431 3+ 0 89.0571 3+ 5 93.1673 3+10 96.3719 3+15 99.2878 3+20 101.8545 3+25 104.0327 3+30 105.8483 3+35 107.3535 3+40 108.4981 3+45 109.3841 3+50 110.0612 3+55 110.6049 4+ 0 111.0428 4+ 5 111.3758 4+10 111.6490 4+15 111.8608 4+20 111.9968 4+25 112.0724 4+30 112.1271 4+35 112.1671 4+40 112.2000 4+45 112.2275 4+50 112.2500 5.73 Q I 12.51 Q 25.03 VQ 42.01 VQ 61.60 V Q 84.08 V Q 110.93 V Q 139.44 IV Q 168.22 IV Q 188.08 I V Q 204.97 I V Q I 222.70 I V Q I 234.75 I V QI 246.58 ( V QI 258.02 I V Q 267.93 I V Q 276.49 ( V IQ 284.12 I V IQ 289.19 I V IQ 293.49 I V IQ 298.97 I VIQ 307.30 I VI Q 322.06 I V Q 370.90 ( IV Q 437.44 I I V 521.82 I I V 653.10 I I V 752.02 I I 816.34 I i 878.64 950.87 I i 956.08 I 0 Q V VI IV I V 907.91 713.69 626.39 I I 596.79 I 465.31 I I Q 423.39 ( ( Q 372.68 I I Q 316.28 I I Q 263.62 I Q 218.56 I Q 166.19 I Q 128.66 I Q 98.32 I Q 78.94 I Q 63.58 I Q 48.36 IQ 39.66 IQ 30.76 IQ i 19.75 Q 10.98 Q 7.94 Q 5.81 Q 4.78 Q 3.99 Q 3.27 Q 5 I I Q Q Q Q i QI V I QI VI Q QV IV I V I I V I V I V I V I VI I vI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI 4+55 112.2679 2.60 Q V1 5+ 0 112.2814 1.96 Q VI "ata, 5+ 5 112.2907 1.35 Q Vi *%W 5+10 112.2960 0.77 Q VI 5+15 ----------------------------------------------------------------------- 112.2978 0.26 Q VI 14 m Channel and Storm Drain Sizing Calculations @4 Channel Sizing Calculation for Park 00" Developed Condition 1„„ 100 Year Stonn Event ************************************************************************ »»CHANNEL INPUT INFORMATION«« CHANNEL Z 1(HORIZONTALIVERTICAL) = 4.00 Z2(HORIZONTAL/VERTICAL) = 4.00 BASEWIDTH(FEET) = 20.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.010000 UNIFORM FLOW(CFS) = 956.00 MANNINGS FRICTION FACTOR = 0.0250 NORMAL -DEPTH FLOW INFORMATION: »»> NORMAL DEPTH(FEET) = 3.01 FLOW TOP-WIDTH(FEET) = 44.09 FLOW AREA(SQUARE FEET) = 96.52 HYDRAULIC DEPTH(FEET) = 2.19 FLOW AVERAGE VELOCITY(FEET/SEC.) = 9.91 UNIFORM FROUDE NUMBER = 1.180 PRESSURE + MOMENTUM(POUNDS) = 26283.18 AVERAGED VELOCITY HEAD(FEET) = 1.523 SPECIFIC ENERGY(FEET) = 4.535 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 46.41 CRITICAL FLOW AREA(SQUARE FEET) = 109.60 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.36 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 8.72 CRITICAL DEPTH(FEET) = 3.30 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 25950.94 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 1.181 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.482 NJ Channel Sizing Calculation for Park A00- Developed Condition N%Nr 100 Year Storm Event »»CHANNEL INPUT INFORMATION«« M., m CHANNEL Z 1(HORIZONTAL/VERTICAL) = 4.00 Z2(HORIZONTAL/VERTICAL) = 4.00 BASEWIDTH(FEET) = 20.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.010000 UNIFORM FLOW(CFS) = 956.00 MANNINGS FRICTION FACTOR = 0.0350 NORMAL -DEPTH FLOW INFORMATION: ------------------------------------------ »»> NORMAL DEPTH(FEET) = 3.58 FLOW TOP-WIDTH(FEET) = 48.64 FLOW AREA(SQUARE FEET) = 122.87 HYDRAULIC DEPTH(FEET) = 2.53 FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.78 UNIFORM FROUDE NUMBER = 0.863 PRESSURE + MOMENTUM(POUNDS) = 26230.04 AVERAGED VELOCITY HEAD(FEET) = 0.940 SPECIFIC ENERGY(FEET) = 4.520 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 46.41 CRITICAL FLOW AREA(SQUARE FEET) = 109.60 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.36 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 8.72 CRITICAL DEPTH(FEET) = 3.30 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 25950.94 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 1.181 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.482 Pipe Sizing Calculation for Park Developed Condition ,,. 100 Year Storm Event Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 114.0000 in = 9.5 ft Flowrate ........................ 956.0000 cfs Slope ........................... 0.0040 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 99.3273 in Area ............................ 70.8822 ft2 Wetted Area ..................... 65.5455 ft2 Wetted Perimeter ................ 274.4798 in Perimeter ....................... 358.1416 in Velocity ........................ 14.5853 fps Hydraulic Radius ................ 34.3871 in Percent Full .................... 87.1292% Full flow Flowrate .............. 912.1893 cfs Full flow velocity .............. 12.8691 fps Critical Information Critical depth .................. 93.8597 in Critical slope .................. 0.0038 ft/ft Critical velocity ............... 14.7938 fps Critical area ................... 64.6217 ft2 Critical perimeter .............. 252.7901 in Critical hydraulic radius ....... 36.8112 in Critical top width .............. 114.0000 in Specific energy ................. 11.2293 ft Minimum energy .................. 11.7325 ft Froude number ................... 1.0385 Flow condition .................. Supercritical PREDEVELOPED CONDITION RATIONAL METHODS H **************************************************************************** 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Predeveloped Condition * 2 Year Storm event ************************************************************************** FILE NAME: LEEPREOO.DAT TIME/DATE OF STUDY: 11:33 05/22/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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) = 0.5300 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 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<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 �r ELEVATION DATA: UPSTREAM(FEET) = 1900.00 DOWNSTREAM(FEET) = 1620.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.146 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.455 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.) NATURAL FAIR COVER ",GRASS If B 9.00 0.82 1.00- 50 11.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 5.14 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.3273 CHANNEL FLOW THRU SUBAREA(CFS) = 5.14 FLOW VELOCITY(FEET/SEC) = 5.53 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.32 Tc(MIN.) = 14.46 ` LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) Tc(MIN) = 14.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 33.20 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 33.20 SUBAREA RUNOFF(CFS) = 12.69 EFFECTIVE AREA(ACRES) = 42.20 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 42.20 PEAK FLOW RATE(CFS) = 16.12 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1100.00 vAwl CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL SLOPE = 0.0941 CHANNEL FLOW THRU SUBAREA(CFS) = 16.12 FLOW VELOCITY(FEET/SEC) = 4.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.53 Tc(MIN.) = 21.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.995 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 38.80 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 38.80 SUBAREA RUNOFF(CFS) = 6.12 EFFECTIVE AREA(ACRES) = 81.00 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.00 PEAK FLOW RATE(CFS) = 16.12 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< �rn »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1080.00 CHANNEL SLOPE = 0.0556 CHANNEL FLOW THRU SUBAREA(CFS) = 16.12 FLOW VELOCITY(FEET/SEC) = 6.67 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 23.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 23.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.925 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 51.10 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 51.10 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 132.10 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) = 16.12 Llrr► NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** r FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.70 RAINFALL INTENSITY(INCH/HR) = 0.93 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 132.10 TOTAL STREAM AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.12 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1140.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.752 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.410 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 5.40 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 50 11.75 0.82 2.87 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 40.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1140.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1115.00 CHANNEL SLOPE = 0.0897 CHANNEL FLOW THRU SUBAREA(CFS) = 2.87 FLOW VELOCITY(FEET/SEC) = 5.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.34 Tc(MIN.) = 15.09 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 40.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- " >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.09 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.213 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 76.30 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 76.30 SUBAREA RUNOFF(CFS) = 27.00 EFFECTIVE AREA(ACRES) = 81.70 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) = 28.91 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 15.09 RAINFALL INTENSITY(INCH/HR) = 1.21 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 81.70 /^ TOTAL STREAM AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.91 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.12 23.70 0.925 0.82( 0.82) 1.00 132.1 10.00 2 28.91 15.09 1.213 0.82( 0.82) 1.00 81.7 51.00 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 45.04 15.09 1.213 0.82( 0.82) 1.00 165.8 51.00 2 23.88 23.70 0.925 0.82( 0.82) 1.00 213.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.04 Tc(MIN.) = 15.09 EFFECTIVE AREA(ACRES) = 165.83 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 213.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- y✓ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 1.12 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 166.33 TOTAL STREAM AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.04 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1580.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.442 SUBAREA Tc AND LOSS RATE DATA(AMC I ): >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0917 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.115 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.50 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 45.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 17.62 AVERAGE FLOW DEPTH(FEET) = 0.61 TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 17.36 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.13 EFFECTIVE AREA(ACRES) = 166.33 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) = 45.04 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.61 FLOW VELOCITY(FEET/SEC.) = 17.59 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 1.12 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 166.33 TOTAL STREAM AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.04 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1580.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.442 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 9.50 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 50 11.31 0.82 5.32 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1580.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = 0.3556 CHANNEL FLOW THRU SUBAREA(CFS) = 5.32 FLOW VELOCITY(FEET/SEC) = 5.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.86 Tc(MIN.) = 15.17 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 70.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.17 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.209 rr� SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 41.93 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 41.93 SUBAREA RUNOFF(CFS) = 14.69 EFFECTIVE AREA(ACRES) = 51.43 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 51.43 PEAK FLOW RATE(CFS) = 18.01 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 50.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 18.01 FLOW VELOCITY(FEET/SEC) = 2.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 17.25 Tc(MIN.) = 32.42 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 50.00 = 4400.00 FEET. **************************************************************************** Pte` FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 `re---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 Nave MAINLINE Tc(MIN) = 32.42 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.767 Q SUBAREA LOSS RATE DATA(AMC I ): VALUES<<<<< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER (CFS) "GRASS" B 151.56 0.82 1.00 50 NATURAL FAIR COVER "GRASS" B 38.06 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 TIME OF CONCENTRATION(MIN.) = 32.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 1.115 * RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; RAINFALL INTENSITY(INCH/HR) = 0.77 * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. 51.00 SUBAREA AREA(ACRES) = 189.62 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 241.05 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 0.82( 0.82) * RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; 411.1 * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. :' 3 TOTAL AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) = 18.01 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.82( 0.82) **************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< STREAM Q VARIOUS CONFLUENCED STREAM VALUES<<<<< Fp(Fm) Ap -->>>>>AND-COMPUTE HEADWATER NUMBER (CFS) TOTAL NUMBER OF STREAMS = 2 (INCH/HR) (INCH/HR) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NODE 1 TIME OF CONCENTRATION(MIN.) = 32.42 17.36 1.115 0.82( 0.82) RAINFALL INTENSITY(INCH/HR) = 0.77 295.4 51.00 2 AREA -AVERAGED Fm(INCH/HR) = 0.82 26.48 0.866 0.82( 0.82) AREA -AVERAGED Fp(INCH/HR) = 0.82 411.1 10.00 :' 3 AREA -AVERAGED Ap = 1.00 32.42 0.767 0.82( 0.82) EFFECTIVE STREAM AREA(ACRES) = 241.05 455.4 55.00 TOTAL STREAM AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.01 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 45.04 17.36 1.115 0.82( 0.82) 1.00 166.3 51.00 1 23.88 26.48 0.866 0.82( 0.82) 1.00 214.3 10.00 2 18.01 32.42 0.767 0.82( 0.82) 1.00 241.0 55.00 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 59.07 17.36 1.115 0.82( 0.82) 1.00 295.4 51.00 2 40.49 26.48 0.866 0.82( 0.82) 1.00 411.1 10.00 :' 3 18.01 32.42 0.767 0.82( 0.82) 1.00 455.4 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 59.07 Tc(MIN.) = 17.36 EFFECTIVE AREA(ACRES) = 295.40 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 455.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 455.35 TC(MIN.) = 17.36 EFFECTIVE AREA(ACRES) = 295.40 AREA -AVERAGED Fm(INCH/HR)= 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 59.07 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.07 17.36 1.115 0.82( 0.82) 1.00 295.4 51.00 2 40.49 26.48 0.866 0.82( 0.82) 1.00 411.1 10.00 3 18.01 32.42 0.767 0.82( 0.82) 1.00 455.4 55.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 10 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Predeveloped Condition * 10 Year Storm event ************************************************************************** FILE NAME: LEEPREOO.DAT TIME/DATE OF STUDY: 12:05 05/24/2006 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) = 0.7600 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 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 ---------------------------------------------------------------------------- a"�"''' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +°"�'' INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1900.00 DOWNSTREAM(FEET) = 1620.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.146 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.087 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.) NATURAL FAIR COVER "GRASS" B 9.00 0.57 1.00 69 11.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 12.32 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 12.32 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.3273 CHANNEL FLOW THRU SUBAREA(CFS) = 12.32 FLOW VELOCITY(FEET/SEC) = 7.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 13.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.850 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 33.20 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 33.20 SUBAREA RUNOFF(CFS) = 38.35 EFFECTIVE AREA(ACRES) = 42.20 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 42.20 PEAK FLOW RATE(CFS) = 48.75 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL SLOPE = 0.0941 CHANNEL FLOW THRU SUBAREA(CFS) = 48.75 FLOW VELOCITY(FEET/SEC) = 6.27 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) r✓ TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 18.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 18.15 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.558 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 38.80 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 38.80 SUBAREA RUNOFF(CFS) = 34.62 EFFECTIVE AREA(ACRES) = 81.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.00 PEAK FLOW RATE(CFS) = 72.28 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1080.00 CHANNEL SLOPE = 0.0556 CHANNEL FLOW THRU SUBAREA(CFS) = 72.28 FLOW VELOCITY(FEET/SEC) = 10.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.473 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE. GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 51.10 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 51.10 SUBAREA RUNOFF(CFS) = 41.70 EFFECTIVE AREA(ACRES) = 132.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) = 107.81 Iftwr **************************************************************************** 14 m FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 19.92 RAINFALL INTENSITY(INCH/HR) = 1.47 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 132.10 TOTAL STREAM AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.81 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1140.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.752 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 5.40 0.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.07 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 69 11.75 0.57 7.07 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1140.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1115.00 CHANNEL SLOPE = 0.0897 CHANNEL FLOW THRU SUBAREA(CFS) = 7.07 FLOW VELOCITY(FEET/SEC) = 6.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 40.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.46 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS r LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 76.30 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 76.30 SUBAREA RUNOFF(CFS) = 83.70 EFFECTIVE AREA(ACRES) = 81.70 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) = 89.63 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 14.46 RAINFALL INTENSITY(INCH/HR) = 1.78 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 81.70 TOTAL STREAM AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.63 re'., `err ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 107.81 19.92 1.473 0.57( 0.57) 1.00 132.1 10.00 2 89.63 14.46 1.785 0.57( 0.57) 1.00 81.7 51.00 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 1 194.83 14.46 1.785 0.57( 0.57) 1.00 177.6 51.00 2 174.49 19.92 1.473 0.57( 0.57) 1.00 213.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 194.83 Tc(MIN.) = 14.46 EFFECTIVE AREA(ACRES) = 177.59 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 213.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1040.00 oowl"" CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0917 1%w CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.682 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.50 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 195.08 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 26.52 AVERAGE FLOW DEPTH(FEET) = 1.31 TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 15.97 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.50 EFFECTIVE AREA(ACRES) = 178.09 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) = 194.83 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.31 FLOW VELOCITY(FEET/SEC.) = 26.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 1000- - ---------------------------------------------------------------------------- '"w >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.97 RAINFALL INTENSITY(INCH/HR) = 1.68 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 178.09 TOTAL STREAM AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 194.83 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1580.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.068 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1% LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER ;1400'` "GRASS" B 9.50 0.57 1.00 69 11.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 12.84 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 12.84 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1580.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = 0.3556 CHANNEL FLOW THRU SUBAREA(CFS) = 12.84 FLOW VELOCITY(FEET/SEC) = 7.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 70.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.19 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.805 SUBAREA LOSS RATE DATA(AMC II): ` DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS tisrw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 41.93 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 41.93 SUBAREA RUNOFF(CFS) = 46.76 EFFECTIVE AREA(ACRES) = 51.43 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 51.43 PEAK FLOW RATE(CFS) = 57.35 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 50.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 57.35 FLOW VELOCITY(FEET/SEC) = 3.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 11.73 Tc(MIN.) = 25.92 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 50.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- '" >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------------------------------- MAINLINE Tc(MIN) = 25.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.257 r SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 151.56 0.57 1.00 69 NATURAL FAIR COVER "GRASS" B 38.06 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 189.62 SUBAREA RUNOFF(CFS) = 118.00 EFFECTIVE AREA(ACRES) = 241.05 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) = 150.01 IN **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 25.92 RAINFALL INTENSITY(INCH/HR) = 1.26 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 241.05 TOTAL STREAM AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.01 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 194.83 15.97 1 174.49 21.47 2 150.01 25.92 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.682 0.57( 0.57) 1.408 0.57( 0.57) 1.257 0.57( 0.57) Ap Ae HEADWATER (ACRES) NODE 1.00 178.1 51.00 1.00 214.3 10.00 1.00 241.0 55.00 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 1 343.93 15.97 1.682 0.57( 0.57) 1.00 326.6 51.00 2 324.50 21.47 1.408 0.57( 0.57) 1.00 414.0 10.00 3 293.32 25.92 1.257 0.57( 0.57) 1.00 455.4 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 343.93 Tc(MIN.) = 15.97 EFFECTIVE AREA(ACRES) = 326.57 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 455.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 455.35 TC(MIN.) = 15.97 EFFECTIVE AREA(ACRES) = 326.57 AREA -AVERAGED Fm(INCH/HR)= 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 343.93 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 343.93 15.97 1.682 0.57( 0.57) 1.00 326.6 51.00 2 324.50 21.47 1.408 0.57( 0.57) 1.00 414.0 10.00 3 293.32 25.92 1.257 0.57( 0.57) 1.00 455.4 55.00 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Predeveloped Condition * 25 Year Storm event ************************************************************************** FILE NAME: LEEPREOO.DAT TIME/DATE OF STUDY: 12:51 05/24/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.9000 *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 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<<<<< �r >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 err ELEVATION DATA: UPSTREAM(FEET) = 1900.00 DOWNSTREAM(FEET) = 1620.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.146 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 9.00 0.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.43 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 69 11.15 0.57 15.43 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 53 ---------------------=------------------------------------------------------ >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.3273 CHANNEL FLOW THRU SUBAREA(CFS) = 15.43 FLOW VELOCITY(FEET/SEC) = 7.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.45 * 25"YEAR RAINFALL INTENSITY(INCH/HR) = 2.208 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 33.20 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 33.20 SUBAREA RUNOFF(CFS) = 49.06 EFFECTIVE AREA(ACRES) = 42.20 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 42.20 PEAK FLOW RATE(CFS) = 62.36 FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------- 400%+ ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1100.00 err CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL SLOPE = 0.0941 CHANNEL FLOW THRU SUBAREA(CFS) = 62.36 FLOW VELOCITY(FEET/SEC) = 6.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) �frr' TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 17.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 17.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.878 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 38.80 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 38.80 SUBAREA RUNOFF(CFS) = 45.81 EFFECTIVE AREA(ACRES) = 81.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.00 PEAK FLOW RATE(CFS) = 95.63 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1080.00 CHANNEL SLOPE = 0.0556 CHANNEL FLOW THRU SUBAREA(CFS) = 95.63 FLOW VELOCITY(FEET/SEC) = 11.04 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 19.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 19.24 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.781 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 51.10 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 51.10 SUBAREA RUNOFF(CFS) = 55.86 EFFECTIVE AREA(ACRES) = 132.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) = 144.41 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ------------------------------------------------------------------ ,,. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< 10 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.24 RAINFALL INTENSITY(INCH/HR) = 1.78 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 132.10 TOTAL STREAM AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 144.41 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1140.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.752 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.394 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 5.40 0.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.88 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 69 11.75 0.57 8.88 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1140.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1115.00 CHANNEL SLOPE = 0.0897 CHANNEL FLOW THRU SUBAREA(CFS) = 8.88 FLOW VELOCITY(FEET/SEC) = 7.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 14.31 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 40.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.31 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.127 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS r LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 76.30 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 76.30 SUBAREA RUNOFF(CFS) = 107.18 EFFECTIVE AREA(ACRES) = 81.70 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) = 114.77 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 14.31 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 81.70 TOTAL STREAM AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 114.77 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 144.41 19.24 1.781 0.57( 0.57) 1.00 132.1 10.00 2 114.77 14.31 2.127 0.57( 0.57) 1.00 81.7 51.00 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 1 252.78 14.31 2.127 0.57( 0.57) 1.00 179.9 51.00 2 233.73 19.24 1.781 0.57( 0.57) 1.00 213.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 252.78 Tc(MIN.) = 14.31 EFFECTIVE AREA(ACRES) = 179.94 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 213.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1040.00 e� CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0917 �rr+ CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.010 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.50 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 253.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 28.39 AVERAGE FLOW DEPTH(FEET) = 1.49 TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 15.72 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 180.44 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) = 252.78 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.49 FLOW VELOCITY(FEET/SEC.) = 28.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 180.44 TOTAL STREAM AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 252.78 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1580.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.312 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.449 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.) NATURAL FAIR COVER "GRASS" B 9.50 0.57 1.00 69 11.31 �r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 16.10 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 16.10 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1580.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = 0.3556 CHANNEL FLOW THRU SUBAREA(CFS) = 16.10 FLOW VELOCITY(FEET/SEC) = 8.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 13.98 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 70.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.98 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.157 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 41.93 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 41.93 SUBAREA RUNOFF(CFS) = 60.02 EFFECTIVE AREA(ACRES) = 51.43 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 51.43 PEAK FLOW RATE(CFS) = 73.62 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 50.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 73.62 FLOW VELOCITY(FEET/SEC) = 3.71 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 10.79 Tc(MIN.) = 24.78 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 50.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< IN W, MAINLINE Tc(MIN) = 24.78 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.530 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 151.56 0.57 1.00 69 NATURAL FAIR COVER "GRASS" B 38.06 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 189.62 SUBAREA RUNOFF(CFS) = 164.52 EFFECTIVE AREA(ACRES) = 241.05 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) = 209.14 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 24.78 RAINFALL INTENSITY(INCH/HR) = 1.53 AREA=AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 241.05 TOTAL STREAM AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 209.14 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 252.78 15.72 1 233.73 20.68 2 209.14 24.78 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.010 0.57( 0.57) 1.705 0.57( 0.57) 1.530 0.57( 0.57) Ap Ae HEADWATER (ACRES) NODE 1.00 180.4 51.00 1.00 214.3 10.00 1.00 241.0 55.00 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 1 451.57 15.72 2.010 0.57( 0.57) 1.00 333.4 51.00 2 440.02 20.68 1.705 0.57( 0.57) 1.00 415.5 10.00 3 406.88 24.78 1.530 0.57( 0.57) 1.00 455.4 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 451.57 Tc(MIN.) = 15.72 EFFECTIVE AREA(ACRES) = 333.37 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 455.35 --LONGEST -FLOWPATH-FROM -NODE -----1000-TO- NODE -----5 000-=--6930.00 FEET. --- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 455.35 TC(MIN.) = 15.72 kyr EFFECTIVE AREA(ACRES) = 333.37 AREA -AVERAGED Fm(INCH/HR)= 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 451.57 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 451.57 15.72 2.010 0.57( 0.57) 1.00 333.4 51.00 2 440.02 20.68 1.705 0.57( 0.57) 1.00 415.5 10.00 3 406.88 24.78 1.530 0.57( 0.57) 1.00 455.4 55.00 END OF RATIONAL METHOD ANALYSIS N,► 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Predeveloped Condition * 2 Year Storm event ************************************************************************** FILE NAME: LEEPREOO.DAT TIME/DATE OF STUDY: 11:33 05/22/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 40"_ 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) = 0.5300 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 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<<<<< ww >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Predeveloped Condition * 100 Year Storm event ************************************************************************** FILE NAME: LEEPREOO.DAT TIME/DATE OF STUDY: 12:59 05/24/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 �r 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) = 1.0800 *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 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<< ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 r ELEVATION DATA: UPSTREAM(FEET) = 1900.00 DOWNSTREAM(FEET) = 1620.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.146 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.965 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.) NATURAL FAIR COVER "GRASS" B 9.00 0.57 1.00 69 11.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 19.43 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 19.43 **************************************************************************** FLOW PROCESS FROM NODE 20.00.TO NODE 30.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.3273 CHANNEL FLOW THRU SUBAREA(CFS) = 19.43 FLOW VELOCITY(FEET/SEC) = 8.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 13.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.670 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 33.20 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 33.20 SUBAREA RUNOFF(CFS) = 62.86 EFFECTIVE AREA(ACRES) = 42.20 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 42.20 PEAK FLOW RATE(CFS) = 79.90 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------ ---------------------- '' ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL SLOPE = 0.0941 CHANNEL FLOW THRU SUBAREA(CFS) = 79.90 oo" FLOW VELOCITY(FEET/SEC) = 7.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.83 Tc(MIN.) = 17.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 17.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.293 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 38.80 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 38.80 SUBAREA RUNOFF(CFS) = 60.30 EFFECTIVE AREA(ACRES) = 81.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.00 PEAK FLOW RATE(CFS) = 125.87 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 52 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1080.00 CHANNEL SLOPE = 0.0556 CHANNEL FLOW THRU SUBAREA(CFS) = 125.87 FLOW VELOCITY(FEET/SEC) = 11.99 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 18.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 51.10 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 51.10 SUBAREA RUNOFF(CFS) = 74.22 EFFECTIVE AREA(ACRES) = 132.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) = 191.88 **************************************************************************** 19 14 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 18.61 RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 132.10 TOTAL STREAM AREA(ACRES) = 132.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 191.88 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 ELEVATION DATA: UPSTREAM(FEET) = 1420.00 DOWNSTREAM(FEET) = 1140.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.752 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 5.40 0.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 11.21 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 69 11.75 0.57 11.21 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------- ----------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1140.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1115.00 CHANNEL SLOPE = 0.0897 CHANNEL FLOW THRU SUBAREA(CFS) = 11.21 FLOW VELOCITY(FEET/SEC) = 7.71 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 40.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.568 SUBAREA LOSS RATE DATA(AMC II): "W DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 111%w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN N NATURAL FAIR COVER "GRASS" B 76.30 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 76.30 SUBAREA RUNOFF(CFS) = 137.48 EFFECTIVE AREA(ACRES) = 81.70 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) = 147.21 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 14.16 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 81.70 TOTAL STREAM AREA(ACRES) = 81.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.21 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 191.88 18.61 2 147.21 14.16 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.180 0.57( 0.57) 2.568 0.57( 0.57) Ap Ae HEADWATER (ACRES) NODE 1.00 132.1 10.00 1.00 81.7 51.00 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 1 328.35 14.16 2.568 0.57( 0.57) 1.00 182.2 51.00 2 310.54 18.61 2.180 0.57( 0.57) 1.00 213.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 328.35 Tc(MIN.) = 14.16 EFFECTIVE AREA(ACRES) = 182.23 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 213.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 4530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< r ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0917 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 0.50 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 328.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 30.47 AVERAGE FLOW DEPTH(FEET) = 1.69 TRAVEL TIME(MIN.) = 1.31 TC (MIN.) = 15.48 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 182.73 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) = 328.35 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.69 FLOW VELOCITY(FEET/SEC.) = 30.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.48 RAINFALL INTENSITY(INCH/HR) = 2.44 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 182.73 TOTAL STREAM AREA(ACRES) = 214.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 328.35 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1580.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.939 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc �rrr LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) �. NATURAL FAIR COVER "GRASS" B 9.50 0.57 1.00 69 11.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 20.29 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 20.29 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------------------=--------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1580.00 DOWNSTREAM(FEET) = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL SLOPE = 0.3556 CHANNEL FLOW THRU SUBAREA(CFS) = 20.29 FLOW VELOCITY(FEET/SEC) = 9.10 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 13.79 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 70.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.610 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 41.93 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 41.93 SUBAREA RUNOFF(CFS) = 77.14 EFFECTIVE AREA(ACRES) = 51.43 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 51.43 PEAK FLOW RATE(CFS) = 94.62 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 50.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1100.00 DOWNSTREAM(FEET) = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2400.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 94.62 FLOW VELOCITY(FEET/SEC) = 4.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.93 Tc(MIN.) = 23.71 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 50.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 :�.---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------- MAINLINE Tc(MIN) = 23.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.885 SUBAREA LOSS RATE DATA(AMC II):= DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 151.56 0.57 1.00 69 NATURAL FAIR COVER "GRASS" B 38.06 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 189.62 SUBAREA RUNOFF(CFS) = 225.09 EFFECTIVE AREA(ACRES) = 241.05 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) = 286.15 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 23.71 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 241.05 TOTAL STREAM AREA(ACRES) = 241.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 286.15 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 328.35 15.48 1 310.54 19.94 2 286.15 23.71 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.435 0.57( 0.57) 2.091 0.57( 0.57) 1.885 0.57( 0.57) Ap Ae HEADWATER (ACRES) NODE 1.00 182.7 51.00 1.00 214.3 10.00 1.00 241.0 55.00 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 1 592.97 15.48 2.435 0.57( 0.57) 1.00 340.0 51.00 2 588.85 19.94 2.091 0.57( 0.57) 1.00 417.0 10.00 3 554.67 23.71 1.885 0.57( 0.57) 1.00 455.4 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 592.97 Tc(MIN.) = 15.48 EFFECTIVE AREA(ACRES) = 340.05 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 455.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 6930.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 455.35 TC(MIN.) = 15.48 EFFECTIVE AREA(ACRES) = 340.05 AREA -AVERAGED Fm(INCH/HR)= 0.57, AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 592.97 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR). (INCH/HR) (ACRES) NODE 1 592.97 15.48 2.435 0.57( 0.57) 1.00 340.0 51.00 2 588.85 19.94 2.091 0.57( 0.57) 1.00 417.0 10.00 3 554.67 23.71 1.885 0.57( 0.57) 1.00 455.4 55.00 END OF RATIONAL METHOD ANALYSIS 19 IN DEVELOPED CONDITION RATIONAL METHODS +° 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Developed Condition * 2 Year Storm Event ************************************************************************** FILE NAME: VTRAILD.DAT TIME/DATE OF STUDY: 09:50 06/01/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- r" 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) = 0.5300 *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 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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1560.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.347 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 FAIR COVER "GRASS" B 11.40 0.27 1.00 86 12.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 11.03 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 11.03 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1061.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.1848 CHANNEL FLOW THRU SUBAREA(CFS) = 11.03 FLOW VELOCITY(FEET/SEC) = 5.35 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.40 Tc(MIN.) = 21.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 3570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.08 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.993 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 55.59 EFFECTIVE AREA(ACRES) = 97.10 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 97.10 PEAK FLOW RATE(CFS) = 62.99 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.08 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.993 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = 98.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 98.60 PEAK FLOW RATE(CFS) = 64.27 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1061.00 DOWNSTREAM(FEET) = 1044.00 FLOW LENGTH(FEET) = 780.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.04 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.27 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 22.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 4350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------------------- MAINLINE Tc(MIN) = 22.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.968 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 12.20 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 8.14 EFFECTIVE AREA(ACRES) = 110.80 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 110.80 PEAK FLOW RATE(CFS) = 70.17 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.968 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN opm- RESIDENTIAL 115-7 DWELLINGS/ACRE" B 2.90 0.45 0.50 76 NATURAL FAIR COVER "GRASS" B 9.40 0.27 1.00 86 RESIDENTIAL rrw "3-4 DWELLINGS/ACRE" B 8.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.77 SUBAREA AREA(ACRES) = 20.30 SUBAREA RUNOFF(CFS) = 12.83 EFFECTIVE AREA(ACRES) = 131.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.91 TOTAL AREA(ACRES) = 131.10 PEAK FLOW RATE(CFS) = 83.00 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1044.60 DOWNSTREAM(FEET) = 1034.60 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.68 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.00 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 23.29 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 5250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 23.29 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.935 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 20.60 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.60 SUBAREA RUNOFF(CFS) = 13.15 EFFECTIVE AREA(ACRES) = 151.70 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 151.70 PEAK FLOW RATE(CFS) = 92.33 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 23.29 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.935 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 10.30 0.45 0.20 76 PUBLIC PARK B 3.30 0.45 0.85 76 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.50 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 ,,. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.41 SUBAREA AREA(ACRES) = 21.10 SUBAREA RUNOFF(CFS) = 14.25 EFFECTIVE AREA(ACRES) = 172.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 172.80 PEAK FLOW RATE(CFS) = 106.58 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1034.60 DOWNSTREAM(FEET) = 1012.50 FLOW LENGTH(FEET) = 1260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.73 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.58 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 24.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 6510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 24.72 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.902 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL B 20.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 11.36 EFFECTIVE AREA(ACRES) = 192.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 112.85 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 24.72 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.902 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 35.20 0.27 1.00 86 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 14.70 0.45 0.60 76 RESIDENTIAL "8-10 DWELLINGS/ACRE" B 10.20 0.45 0.40 76 RESIDENTIAL "11+ DWELLINGS/ACRE" B 7.90 0.45 0.20 76 +" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES) = 68.00 SUBAREA RUNOFF(CFS) = 40.72 EFFECTIVE AREA(ACRES) = 260.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 260.80 PEAK FLOW RATE(CFS) = 153.57 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1012.50 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.17 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 153.57 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 25.89 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ----------------------- ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------------------------- MAINLINE Tc(MIN) = 25.89 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.878 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 13.90 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 9.85 EFFECTIVE AREA(ACRES) = 274.70 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) = 157.58 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 25.89 RAINFALL INTENSITY(INCH/HR) = 0.88 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 274.70 '" TOTAL STREAM AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 157.58 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1400.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.186 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.316 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 FAIR COVER "GRASS" B 4.50 0.27 1.00 86 13.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 4.23 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1400.00 DOWNSTREAM(FEET) = 1076.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1590.00 CHANNEL SLOPE = 0.2038 CHANNEL FLOW THRU SUBAREA(CFS) = 4.23 FLOW VELOCITY(FEET/SEC) = 4.09 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.49 Tc(MIN.) = 19.67 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.035 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 24.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 24.70 SUBAREA RUNOFF(CFS) = 16.96 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 20.05 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- *Wrrr. » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.035 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 30.00 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 20.76 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1076.00 DOWNSTREAM(FEET) = 1049.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.76 PIPE TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 21.91 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 10.00 = 3940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.91 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.970 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 32.90 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 21.43 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,rr's MAINLINE Tc(MIN) = 21.91 %ww* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.970 SUBAREA LOSS RATE DATA(AMC III): 'Ao"� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS gear LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 30.20 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.20 SUBAREA RUNOFF(CFS) = 18.97 EFFECTIVE AREA(ACRES) = 63.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 63.10 PEAK FLOW RATE(CFS) = 40.40 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.91 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.970 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 12.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 7.60 EFFECTIVE AREA(ACRES) = 75.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 ' AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.96 rr` TOTAL AREA(ACRES) = 75.20 PEAK FLOW RATE(CFS) = 48.00 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 2010.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.00 PIPE TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 24.41 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 24.41 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.909 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 7.30 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45_ �s SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) = 82.50 AREA -AVERAGED FM(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) = 48.00 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 24.41 RAINFALL INTENSITY(INCH/HR) = 0.91 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 EFFECTIVE STREAM AREA(ACRES) = 82.50 TOTAL STREAM AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 157.58 25.89 0.878 0.33( 0.24) 0.74 274.7 0.00 2 48.00 24.41 0.909 0.29( 0.27) 0.95 82.5 7.00 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 1 203.93 24.41 0.909 0.31( 0.25) 0.79 341.4 7.00 2 203.20 25.89 0.878 0.32( 0.25) 0.79 357.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 203.93 Tc(MIN.) = 24.41 EFFECTIVE AREA(ACRES) = 341.44 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 357.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1002.70 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.09 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 203.93 r,r PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 25.89 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 25.89 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.878 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 18.20 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 18.20 SUBAREA RUNOFF(CFS) = 12.89 EFFECTIVE AREA(ACRES) = 359.64 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) = 206.42 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.89 RAINFALL INTENSITY(INCH/HR) = 0.88 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 359.64 TOTAL STREAM AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 206.42 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 1520.00 DOWNSTREAM(FEET) = 1200.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.437 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.720 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 POOR COVER err" "GRASS" B 1.60 0.14 1.00 93 8.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 rrr SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 53 >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAM(FEET) = 1065.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1452 CHANNEL FLOW THRU SUBAREA(CFS) = 2.27 FLOW VELOCITY(FEET/SEC) = 2.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.53 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.96 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.271 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 13.30 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 13.54 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.14 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 15.17 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1047.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.60 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.17 PIPE TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 15.52 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 15.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- * >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.52 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.193 lomw SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 8.40 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 8.33 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.17 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 22.45 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.52 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.193 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 11.60 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 0001 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 10.57 *14%W EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.23 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 33.02 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1047.00 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.94 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.02 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 16.86 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 3730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.86 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.135 SUBAREA LOSS RATE DATA(AMC III): err+ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 11.70 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 7.91 EFFECTIVE AREA(ACRES) = 46.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 39.11 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------_- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 16.86 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.135 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 17.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 13.28 EFFECTIVE AREA(ACRES) = 63.70 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) = 52.39 r FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.86 RAINFALL INTENSITY(INCH/HR) = 1.14 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 63.70 TOTAL STREAM AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.39 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 206.42 25.89 1 205.70 27.38 2 52.39 16.86 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 0.878 0:32( 0.24) 0.849 0.32( 0.24) 1.135 0.29( 0.22) Ap Ae HEADWATER (ACRES) NODE 0.76 359.6 7.00 0.76 375.4 0.00 0.76 63.7 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** '%w. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ,ems NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 241.11 16.86 1.135 0.31( 0.24) 0.76 297.9 12.00 err+ 2 244.05 25.89 0.878 0.31( 0.24) 0.76 423.3 7.00 3 241.67 27.38 0.849 0.31( 0.24) 0.76 439.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 244.05 Tc(MIN.) = 25.89 EFFECTIVE AREA(ACRES) = 423.34 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 439.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 16.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET). = 1000.00 DOWNSTREAM(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0152 CHANNEL FLOW THRU SUBAREA(CFS) = 244.05 FLOW VELOCITY(FEET/SEC) = 7.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 28.16 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 16.00 = 9300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- tow- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 28.16 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.834 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 7.60 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 4.75 EFFECTIVE AREA(ACRES) = 430.94 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 446.70 PEAK FLOW RATE(CFS) = 244.05 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 446.70 TC(MIN.) = 28.16 EFFECTIVE AREA(ACRES) = 430.94 AREA-AVERAGED Fm(INCH/HR)= 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.76 PEAK FLOW RATE(CFS) = 244.05 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 241.11 19.14 1.052 0.31( 0.23) 0.76 305.5 12.00 2 244.05 28.16 0.834 0.31( 0.24) 0.76 430.9 7.00 3 241.67 29.66 0.809 0.31( 0.24) 0.76 446.7 0.00 ------------------------------------------------- S✓' END OF RATIONAL METHOD ANALYSIS a m m m 8 **************************************************************************** *%Nw 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Developed Condition * 10 Year Storm Event ************************************************************************** FILE NAME: VTRAILD.DAT TIME/DATE OF STUDY: 09:46 06/01/2006 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 '11,46W 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) = 0.9000 *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 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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- '' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< rw >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< '""� ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1560.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.287 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 11.40 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 20.68 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 12.68 0.27 = 20.68 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1061.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.1848 CHANNEL FLOW THRU SUBAREA(CFS) = 20.68 FLOW VELOCITY(FEET/SEC) = 6.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.82 Tc(MIN.) = 19.49 oml LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 3570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.49 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 115.30 EFFECTIVE AREA(ACRES) = 97.10 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 97.10 PEAK FLOW RATE(CFS) = 130.64 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.49 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767 r SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 11*aw COMMERCIAL B 1.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREA(ACRES) = 98.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 98.60 PEAK FLOW RATE(CFS) = 132.96 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1061.00 DOWNSTREAM(FEET) = 1044.00 FLOW LENGTH(FEET) = 780.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.66 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 132.96 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 20.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 4350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.27 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 12.20 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 16.47 EFFECTIVE AREA(ACRES) = 110.80 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 110.80 PEAK FLOW RATE(CFS) = 145.78 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.27 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 2.90 0.45 0.50 76 r" NATURAL FAIR COVER "GRASS" B 9.40 0.27 1.00 86 ''om"' RESIDENTIAL kyr 113-4 DWELLINGS/ACRE" B 8.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.77 SUBAREA AREA(ACRES) = 20.30 SUBAREA RUNOFF(CFS) = 26.69 EFFECTIVE AREA(ACRES) = 131.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.91 TOTAL AREA(ACRES)• 131.10 PEAK FLOW RATE(CFS) = 172.47 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1044.60 DOWNSTREAM(FEET) = 1034.60 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.94 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.47 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 21.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 5250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.35 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.673 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 20.60 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.60 SUBAREA RUNOFF(CFS) = 26.83 EFFECTIVE AREA(ACRES) = 151.70 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 151.70 PEAK FLOW RATE(CFS) = 193.08 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.35 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.673 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 10.30 0.45 0.20 76 PUBLIC PARK B 3.30 0.45 0.85 76 r RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.50 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.41 SUBAREA AREA(ACRES) = 21.10 SUBAREA RUNOFF(CFS) = 28.27 EFFECTIVE AREA(ACRES) = 172.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 172.80 PEAK FLOW RATE(CFS) = 221.34 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1034.60 DOWNSTREAM(FEET) = 1012.50 FLOW LENGTH(FEET) = 1260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.57 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.34 PIPE TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 22.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 6510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.54 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.619 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL B 20.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 24.27 EFFECTIVE AREA(ACRES) = 192.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 237.24 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.54 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.619 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 35.20 0.27 1.00 86 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 14.70 0.45 0.60 76 RESIDENTIAL "8-10 DWELLINGS/ACRE" B 10.20 0.45 0.40 76 RESIDENTIAL " "11+ DWELLINGS/ACRE" B 7.90 0.45 0.20 76 �r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES) = 68.00 SUBAREA RUNOFF(CFS) = 84.59 EFFECTIVE AREA(ACRES) = 260.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 260.80 PEAK FLOW RATE(CFS) = 321.83 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1012.50 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.69 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 321.83 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 23.53 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< err- MAINLINE Tc(MIN) = 23.53 * 10 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 "11+ DWELLINGS/ACRE" B 13.90 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 18.61 EFFECTIVE AREA(ACRES) = 274.70 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) = 330.79 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.53 RAINFALL INTENSITY(INCH/HR) = 1.58 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 274.70 TOTAL STREAM AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 330.79 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1400.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.186 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.234 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 FAIR COVER "GRASS" B 4.50 0.27 1.00 86 13.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.95 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1400.00 DOWNSTREAM(FEET) = 1076.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1590.00 CHANNEL SLOPE = 0.2038 CHANNEL FLOW THRU SUBAREA(CFS) = 7.95 FLOW VELOCITY(FEET/SEC) = 5.04 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.26 Tc(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.827 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 24.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 24.70 SUBAREA RUNOFF(CFS) = 34.56 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 40.85 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.827 SUBAREA LOSS RATE DATA(AMC III) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = 30.00 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 42.14 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1076.00 DOWNSTREAM(FEET) = 1049.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.14 PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 20.26 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 10.00 = 3940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.39 EFFECTIVE AREA(ACRES) = 32.90 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 43.81 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------------------------------------ -- - �'"'* MAINLINE Tc(MIN) = 20.26 dyr,r * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 30.20 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.20 'SUBAREA RUNOFF(CFS) = 39.53 EFFECTIVE AREA(ACRES) = 63.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 63.10 PEAK FLOW RATE(CFS) = 83.34 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 20.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 12.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 15.84 EFFECTIVE AREA(ACRES) = 75.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.96 11%w TOTAL AREA(ACRES) = 75.20 PEAK FLOW RATE(CFS) = 99.18 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 2010.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.04 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.18 PIPE TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 22.35 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.35 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.628 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 'Bko- PUBLIC PARK B 7.30 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.17 EFFECTIVE AREA(ACRES) = 82.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) = 100.67 N @4 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 22.35 RAINFALL INTENSITY(INCH/HR) = 1.63 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 EFFECTIVE STREAM AREA(ACRES) = 82.50 TOTAL STREAM AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.67 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 330.79 23.53 2 100.67 22.35 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.578 0.33( 0.24) 1.628 0.29( 0.27) Ap Ae HEADWATER (ACRES) NODE 0.74 274.7 0.00 0.95 82.5 7.00 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 1 426.49 22.35 1.628 0.31( 0.25) 0.79 343.4 7.00 2 427.79 23.53 1.578 0.32( 0.25) 0.79 357.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 427.79 Tc(MIN.) = 23.53 EFFECTIVE AREA(ACRES) = 357.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 357.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1002.70 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.05 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 427.79 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 24.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 24.75 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.531 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 18.20 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 18-20 SUBAREA RUNOFF(CFS) = 23.60 EFFECTIVE AREA(ACRES) = 375.40 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) = 436.21 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.75 RAINFALL INTENSITY(INCH/HR) = 1.53 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 375.40 TOTAL STREAM AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 436.21 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 1520.00 DOWNSTREAM(FEET) = 1200.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.437 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.920 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 POOR COVER "GRASS" B 1.60 0.14 1.00 93 8.44 lwrw SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.00 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAM(FEET) = 1065.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1452 CHANNEL FLOW THRU SUBAREA(CFS) = 4.00 FLOW VELOCITY(FEET/SEC) = 3.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.58 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------- MAINLINE Tc(MIN) = 13.01 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.252 SUBAREA LOSS RATE DATA(AMC III) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "'• "GRASS" B 13.30 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 25.28 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.14 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 28.32 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1047.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.98 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.32 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 14.38 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 15.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.38 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.121 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 8.40 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 15.35 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.17 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 41.91 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.38 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.121 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 11.60 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 20.25 EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 rr AREA -AVERAGED Fp(INCH/HR) = 0.23 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 62.16 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1047.00 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.46 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.16 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 15.53 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 3730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.53 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.025 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS err LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 11.70 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 17.28 EFFECTIVE AREA(ACRES) = 46.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 76.45 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.53 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.025 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 17.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 26.98 EFFECTIVE AREA(ACRES) = 63.70 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) = 103.43 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.53 RAINFALL INTENSITY(INCH/HR) = 2.03 AREA -AVERAGED FM(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 63.70 TOTAL STREAM AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.43 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 435.03 23.58 1 436.21 24.75 2 103.43 15.53 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.576 0.32( 0.24) 1.531 0.32( 0.24) 2.025 0.29( 0.22) Ap Ae HEADWATER (ACRES) NODE 0.76 361.6 7.00 0.76 375.4 0.00 0.76 63.7 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ooftl STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER '%ww NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE w 1 486.17 15.53 2.025 0.31( 0.24) 0.76 301.9 12.00 2 512.72 23.58 1.576 0.31( 0.24) 0.76 425.3 7.00 3 511.30 24.75 1.531 0.31( 0.24) 0.76 439.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 512.72 Tc(MIN.) = 23.58 EFFECTIVE AREA(ACRES) = 425.35 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 439.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 16.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1000.00 DOWNSTREAM(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0152 CHANNEL FLOW THRU SUBAREA(CFS) = 512.72 FLOW VELOCITY(FEET/SEC) = 9.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 25.37 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 16.00 = 9300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 25.37 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.508 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 7.60 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 9.36 EFFECTIVE AREA(ACRES) = 432.95 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 446.70 PEAK FLOW RATE(CFS) = 512.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 446.70 TC(MIN.) = 25.37 EFFECTIVE AREA(ACRES) = 432.95 AREA -AVERAGED Fm(INCH/HR)= 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 PEAK FLOW RATE(CFS) = 512.72 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 486.17 17.35 1.895 0.31( 0.23) 0.76 309.5 12.00 2 512.72 25.37 1.508 0.31( 0.24) 0.76 432.9 7.00 '�"� 3 511.30 26.55 1.468 0.31( 0.24) 0.76 446.7 0.00 ----------------- END OF RATIONAL METHOD ANALYSIS N N VANO **************************************************************************** *ftw. 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Developed Condition * 25 Year Storm Event ************************************************************************** FILE NAME: VTRAILD.DAT TIME/DATE OF STUDY: 09:41 06/01/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0800 *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 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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< A INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1560.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.745 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 11.40 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 25.37 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 12.68 0.27 25.37 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1061.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.1848 CHANNEL FLOW THRU SUBAREA(CFS) = 25.37 FLOW VELOCITY(FEET/SEC) = 7.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.37 Tc(MIN.) = 19.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 3570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.150 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 144.86 EFFECTIVE AREA(ACRES) = 97.10 AREA -AVERAGED FM(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 97.10 PEAK FLOW RATE(CFS) = 164.13 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.150 �iYrir SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS - LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN `oftw COMMERCIAL B 1.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.84 EFFECTIVE AREA(ACRES) = 98.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 98.60 PEAK FLOW RATE(CFS) = 166.97 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1061.00 DOWNSTREAM(FEET) = 1044.00 FLOW LENGTH(FEET) = 780.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.48 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 166.97 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 19.79 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 4350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------------- MAINLINE Tc(MIN) = 19.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.101 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN - RESIDENTIAL "5-7 DWELLINGS/ACRE" B 12.20 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 20.59 EFFECTIVE AREA(ACRES) = 110.80 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 110.80 PEAK FLOW RATE(CFS) = 183.23 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 19.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.101 SUBAREA LOSS RATE DATA (AMC III) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 04"�l "5-7 DWELLINGS/ACRE" B 2.90 0.45 0.50 76 N%mw NATURAL FAIR COVER "GRASS" B 9.40 0.27 1.00 86 RESIDENTIAL 113-4 DWELLINGS/ACRE" B 8.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.77 SUBAREA AREA(ACRES) = 20.30 SUBAREA RUNOFF(CFS) = 33.55 EFFECTIVE AREA(ACRES) = 131.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.91 TOTAL AREA(ACRES) = 131.10 PEAK FLOW RATE(CFS) = 216.78 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1044.60 DOWNSTREAM(FEET) = 1034.60 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.59 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 216.78 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 20.82 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 5250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.038 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 20.60 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.60 SUBAREA RUNOFF(CFS) = 33.60 EFFECTIVE AREA(ACRES) = 151.70 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 151.70 PEAK FLOW RATE(CFS) = 242.96 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.038 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 10.30 0.45 0.20 76 PUBLIC PARK B 3.30 0.45 0.85 76 lftw RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.50 0.45 0.50 76 ?Aml SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 ,%WW SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.41 SUBAREA AREA(ACRES) = 21.10 SUBAREA RUNOFF(CFS) = 35.20 EFFECTIVE AREA(ACRES) = 172.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 172.80 PEAK FLOW RATE(CFS) = 278.16 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1034.60 DOWNSTREAM(FEET) = 1012.50 FLOW LENGTH(FEET) = 1260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.35 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 278.16 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 21.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 6510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------- -------------------------------------------------------- MAINLINE Tc(MIN) = 21.96 �fprr * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.974 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL B 20.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 30.65 EFFECTIVE AREA(ACRES) = 192.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 298.79 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.96 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.974 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 35.20 0.27 1.00 86 RESIDENTIAL 113-4 DWELLINGS/ACRE" B 14.70 0.45 0.60 76 Am- RESIDENTIAL %*la. 118-10 DWELLINGS/ACRE" B 10.20 0.45 0.40 76 RESIDENTIAL 1111+ DWELLINGS/ACRE" B 7.90 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES). = 68.00 SUBAREA RUNOFF(CFS) = 106.30 EFFECTIVE AREA(ACRES) = 260.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 260.80 PEAK FLOW RATE(CFS) = 405.09 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1012.50 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.63 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 405.09 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 22.89 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- �wr MAINLINE Tc (MIN) = 22.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.925 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1111+ DWELLINGS/ACRE" B 13.90 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 22.96 EFFECTIVE AREA(ACRES) = 274.70 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) = 416.63 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 22.89 RAINFALL INTENSITY(INCH/HR) = 1.93 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 vwftAREA-AVERAGED Ap = 0.74 ' EFFECTIVE STREAM AREA(ACRES) = 274.70 1144r1 TOTAL STREAM AREA (ACRES) = 274.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 416.63 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1400.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.186 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.681 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 4.50 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.76 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 13.19 0.27 = 9.76 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< y >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1400.00 DOWNSTREAM(FEET) = 1076.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1590.00 CHANNEL SLOPE = 0.2038 CHANNEL FLOW THRU SUBAREA(CFS) = 9.76 FLOW VELOCITY(FEET/SEC) = 5.40 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.91 Tc(MIN.) = 18.10 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.217 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 24.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 24.70 SUBAREA RUNOFF(CFS) = 43.24 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED FM(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 51.11 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- 1%%w >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.217 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.56 EFFECTIVE AREA(ACRES) = 30.00 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 52.68 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1076.00 DOWNSTREAM(FEET) = 1049.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.76 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.68 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 19.86 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 10.00 = 3940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.097 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.35 EFFECTIVE AREA(ACRES) = 32.90 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 54.79 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ow MAINLINE Tc(MIN) = 19.86 1%ow * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.097 SUBAREA LOSS RATE DATA(AMC III): A -oft, DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 30.20 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.20 SUBAREA RUNOFF(CFS) = 49.60 EFFECTIVE AREA(ACRES) = 63.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 63.10 PEAK FLOW RATE(CFS) = 104.38 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.097 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 12.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 19.87 EFFECTIVE AREA(ACRES) = 75.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 75.20 PEAK FLOW RATE(CFS) = 124.25 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 2010.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.92 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 124.25 PIPE TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 21.84 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 21.84 * 25•YEAR RAINFALL INTENSITY(INCH/HR) = 1.981 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS .took, LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 7.30 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 00040, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 '14WI SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 10.49 EFFECTIVE AREA(ACRES) = 82.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) = 126.88 14 5 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 21.84 RAINFALL INTENSITY(INCH/HR) = 1.98 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 EFFECTIVE STREAM AREA(ACRES) = 82.50 TOTAL STREAM AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.88 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 416.63 22.89 2 126.88 21.84 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.925 0.33( 0.24) 1.981 0.29( 0.27) Ap Ae HEADWATER (ACRES) NODE 0.74 274.7 0.00 0.95 82.5 7.00 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 1 537.36 21.84 1.981 0.31( 0.25) 0.79 344.6 7.00 2 539.41 22.89 1.925 0.32( 0.25) 0.79 357.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 539.41 Tc(MIN.) = 22.89 EFFECTIVE AREA(ACRES) = 357.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 357.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1002.70 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 77.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.74 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 539.41 ` PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 24.04 �rr✓ LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 24.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 18.20 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 18.20 SUBAREA RUNOFF(CFS) = 29.14 EFFECTIVE AREA(ACRES) = 375.40 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) = 550.62 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 w++ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.04 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 375.40 TOTAL STREAM AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 550.62 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 1520.00 DOWNSTREAM(FEET) = 1200.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.437 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.504 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 POOR COVER "GRASS" B 1.60 0.14 1.00 93 8.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.84 r� TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.84 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAM(FEET) = 1065.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1452 CHANNEL -FLOW THRU SUBAREA(CFS) = 4.84 FLOW VELOCITY(FEET/SEC) = 3.61 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 12.73 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.738 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 13.30 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 31.09 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.14 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 34.83 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1047.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.70 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.83 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 14.01 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 15.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.584 SUBAREA LOSS RATE DATA(AMC III): ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 8.40 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 18.86 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.17 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 51.64 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.584 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 11.60 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 25.09 EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.23 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 76.73 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1047.00 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.88 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.73 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 15.13 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 3730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.468 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 11.70 0.45 0.85 76 +�SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 �rrSUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 21.94 EFFECTIVE AREA(ACRES) = 46.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 95.02 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 15.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.468 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 17.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 33.80 EFFECTIVE AREA(ACRES) = 63.70 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) = 128.82 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.13 RAINFALL INTENSITY(INCH/HR) = 2.47 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 63.70 TOTAL STREAM AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.82 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 548.70 22.99 1.920 0.32( 0.24) 0.76 362.8 7.00 1 550.62 24.04 1.870 0.32( 0.24) 0.76 375.4 0.00 2 128.82 15.13 2.468 0.29( 0.22) 0.76 63.7 12.00 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 1 607.71 15.13 2.468 0.31( 0.24) 0.76 302.5 12.00 .1000- 2 646.12 22.99 1.920 0.31( 0.24) 0.76 426.5 7.00 3 645.12 24.04 1.870 0.31( 0.24) 0.76 439.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 646.12 Tc(MIN.) = 22.99 EFFECTIVE AREA(ACRES) = 426.46 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 439.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 16.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1000.00 DOWNSTREAM(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0152 CHANNEL FLOW THRU SUBAREA(CFS) = 646.12 FLOW VELOCITY(FEET/SEC) = 10.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 24.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 16.00 = 9300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 24.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.841 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 7.60 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 11.64 EFFECTIVE AREA(ACRES) = 434.06 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 446.70 PEAK FLOW RATE(CFS) = 646.12 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 446.70 TC(MIN.) = 24.66 EFFECTIVE AREA(ACRES) = 434.06 AREA -AVERAGED Fm(INCH/HR)= 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 PEAK FLOW RATE(CFS) = 646.12 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 607.71 16.83 2.315 0.31( 0.23) 0.76 310.1 12.00 2 646.12 24.66 1.841 0.31( 0.24) 0.76 434.1 7.00 3 645.12 25.71 1.796 0.31( 0.24) 0.76 446.7 0.00 END OF RATIONAL METHOD ANALYSIS pq 14 **************************************************************************** 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 Sierra Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * Valley Trails * Developed Condition * 100 Year Storm Event ************************************************************************** FILE NAME: VTRAILD.DAT TIME/DATE OF STUDY: 09:26 06/01/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 *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 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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< �Mrr+ >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 11.40 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 31.11 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 12.68 0.27 31.11 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1061.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.1848 CHANNEL FLOW THRU SUBAREA(CFS) = 31.11 FLOW VELOCITY(FEET/SEC) = 7.56 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.95 Tc(MIN.) = 18.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 3570.00 FEET. �Irrw **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 181.32 EFFECTIVE AREA(ACRES) = 97.10 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 97.10 PEAK FLOW RATE(CFS) = 205.44 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 rir+ SUBAREA LOSS RATE DATA(AMC III): INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 r ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1560.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 11.40 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 31.11 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 12.68 0.27 31.11 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1061.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.1848 CHANNEL FLOW THRU SUBAREA(CFS) = 31.11 FLOW VELOCITY(FEET/SEC) = 7.56 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.95 Tc(MIN.) = 18.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 3570.00 FEET. �Irrw **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 181.32 EFFECTIVE AREA(ACRES) = 97.10 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 97.10 PEAK FLOW RATE(CFS) = 205.44 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 rir+ SUBAREA LOSS RATE DATA(AMC III): .r+- DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ` Aw COMMERCIAL B 1.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 98.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 98.60 PEAK FLOW RATE(CFS) = 208.92 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1061.00 DOWNSTREAM(FEET) = 1044.00 FLOW LENGTH(FEET) = 780.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.82 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 208.92 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 19.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 4350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< %W ---- MAINLINE Tc(MIN) = 19.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.566 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 12.20 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 25.69 EFFECTIVE AREA(ACRES) = 110.80 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 110.80 PEAK FLOW RATE(CFS) = 229.58 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.566 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 2.90 0.45 0.50 76 ,%we NATURAL FAIR COVER "GRASS" B 9.40 0.27 1.00 86 RESIDENTIAL may,. 113-4 DWELLINGS/ACRE" B 8.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.77 SUBAREA AREA(ACRES) = 20.30 SUBAREA RUNOFF(CFS) = 42.04 EFFECTIVE AREA(ACRES) = 131.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.91 TOTAL AREA(ACRES) = 131.10 PEAK FLOW RATE(CFS) = 271.62 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -------------------- ELEVATION DATA: UPSTREAM(FEET) = 1044.60 DOWNSTREAM(FEET) = 1034.60 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.54 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 271.62 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 20.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 5250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 t ' ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------- MAINLINE Tc(MIN) = 20.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.492 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" B 20.60 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.60 SUBAREA RUNOFF(CFS) = 42.01 EFFECTIVE AREA(ACRES) = 151.70 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 151.70 PEAK FLOW RATE(CFS) = 304.91 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = ---------------------------------------------------------------------------- 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------- MAINLINE Tc(MIN) = 20.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.492 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 10.30 0.45 0.20 76 PUBLIC PARK B 3.30 0.45 0.85 76 RESIDENTIAL 00001, "5-7 DWELLINGS/ACRE" B 7.50 0.45 0.50 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 *ftv► SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.41 SUBAREA AREA(ACRES) = 21.10 SUBAREA RUNOFF(CFS) = 43.82 EFFECTIVE AREA(ACRES) = 172.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 172.80 PEAK FLOW RATE(CFS) = 348.73 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1034.60 DOWNSTREAM(FEET) = 1012.50 FLOW LENGTH(FEET) = 1260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.57 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 348.73 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 21.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 6510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.35 rrw* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.416 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL B 20.00 0.45 0.60 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 38.61 EFFECTIVE AREA(ACRES) = 192.80 AREA -AVERAGED FmJINCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 375.53 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.416 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 35.20 0.27 1.00 86 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 14.70 0.45 0.60 76 RESIDENTIAL `%go- "8-10 DWELLINGS/ACRE" B 10.20 0.45 0.40 76 RESIDENTIAL "11+ DWELLINGS/ACRE" B 7.90 0.45 0.20 76 *%W SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES) = 68.00 SUBAREA RUNOFF(CFS) = 133.36 EFFECTIVE AREA(ACRES) = 260.80 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 260.80 PEAK FLOW RATE(CFS) = 508.89 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1012.50 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 63.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.54 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 508.89 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 22.24 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- roo", >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 144rr MAINLINE Tc(MIN) = 22.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 13.90 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 28.37 EFFECTIVE AREA(ACRES) = 274.70 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 274.70 PEAK FLOW RATE(CFS) = 523.63 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 22.24 RAINFALL INTENSITY(INCH/HR) = 2.36 AREA -AVERAGED FM(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 274.70 TOTAL STREAM AREA(ACRES) = 274.70 fes. PEAK FLOW RATE(CFS) AT CONFLUENCE = 523.63 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1840.00 DOWNSTREAM(FEET) = 1400.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.186 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 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 FAIR COVER "GRASS" B 4.50 0.27 1.00 86 13.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 11.97 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 11.97 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1400.00 DOWNSTREAM(FEET) = 1076.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1590.00 CHANNEL SLOPE = 0.2038 CHANNEL FLOW THRU SUBAREA(CFS) = 11.97 FLOW VELOCITY(FEET/SEC) = 5.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.59 Tc(MIN.) = 17.77 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 17.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 24.70 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 24.70 SUBAREA RUNOFF(CFS) = 53.92 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 63.74 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- �Yw► >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.91 EFFECTIVE AREA(ACRES) = 30.00 AREA=AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 65.65 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1076.00 DOWNSTREAM(FEET) = 1049.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.65 '�rrr PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 19.43 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 10.00 = 3940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 19.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 32.90 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 68.41 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS r' LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 30.20 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.20 SUBAREA RUNOFF(CFS) = 62.11 EFFECTIVE AREA(ACRES) = 63.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 63.10 PEAK FLOW RATE(CFS) = 130.52 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = ---------------------------------------------------------------------------- 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------- MAINLINE Tc(MIN) = 19.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 12.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 24.88 EFFECTIVE AREA(ACRES) = 75.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.96 y err+ TOTAL AREA(ACRES) = 75.20 PEAK FLOW RATE(CFS) = 155.40 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1002.70 FLOW LENGTH(FEET) = 2010.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.82 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.40 PIPE TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 21.31 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------- MAINLINE Tc(MIN) = 21.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.419 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 7.30 0.45 0.85 76 to SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 13.37 EFFECTIVE AREA(ACRES) = 82.50 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) = 159.44 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 21.31 RAINFALL INTENSITY(INCH/HR) = 2.42 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.95 EFFECTIVE STREAM AREA(ACRES) = 82.50 TOTAL STREAM AREA(ACRES) = 82.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 159.44 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 523.63 22.24 2 159.44 21.31 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.358 0.33( 0.24) 2.419 0.29( 0.27) Ap Ae HEADWATER (ACRES) NODE 0.74 274.7 0.00 0.95 82.5 7.00 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 1 675.71 21.31 2.419 0.31( 0.25) 0.79 345.8 7.00 2 678.55 22.24 2.358 0.32( 0.25) 0.79 357.2 0.00 COMPUTED CONFLUENCE ESTIMA'T'ES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 678.55 Tc(MIN.) = 22.24 EFFECTIVE AREA(ACRES) = 357.20 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 357.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 = 7440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1002.70 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 87.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.26 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 W.., PIPE-FLOW(CFS) = 678.55 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 23.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 23.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.291 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 18.20 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 18.20 SUBAREA RUNOFF(CFS) = 36.04 EFFECTIVE AREA(ACRES) = 375.40 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) _ -692.91 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.34 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 375.40 TOTAL STREAM AREA(ACRES) = 375.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 692.91 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 1520.00 DOWNSTREAM(FEET) = 1200.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.437 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.218 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 POOR COVER "GRASS" B 1.60 0.14 1.00 93 8.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.87 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1200.00 DOWNSTREAM(FEET) = 1065.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1452 CHANNEL FLOW THRU SUBAREA(CFS) = 5.87 FLOW VELOCITY(FEET/SEC) = 3.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.337 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 13.30 0.14 1.00 93 ✓ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 38.27 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.14 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 42.88 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1047.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.88 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 13.68 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 15.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- �rr.� MAINLINE Tc(MIN) = 13.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.157 SUBAREA LOSS RATE DATA(AMC III): `*r„✓ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" B 8.40 0.45 0.20 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 23.18 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.17 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 63.64 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.157 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 11.60 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 31.07 EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.23 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 94.71 FLOW PROCESS FROM NODE 15.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1047.00 DOWNSTREAM(FEET) = 1000.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.03 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.71 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 14.73 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 3730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.020 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 11.70 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 ''�wr► SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 11.70 SUBAREA RUNOFF(CFS) = 27.75 EFFECTIVE AREA(ACRES) = 46.60 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 118.15 m N **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.020 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 17.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 42.29 EFFECTIVE AREA(ACRES) = 63.70 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) = 160.44 --FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ------------------------------------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 3.02 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.76 EFFECTIVE STREAM AREA(ACRES) = 63.70 TOTAL STREAM AREA(ACRES) = 63.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 160.44 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 690.25 22.41 1 692.91 23.34 2 160.44 14.73 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.347 0.32( 0.24) 2.291 0.32( 0.24) 3.020 0.29( 0.22) Ap Ae HEADWATER (ACRES) NODE 0.76 364.0 7.00 0.76 375.4 0.00 0.76 63.7 12.00 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 1 758.75 14.73 3.020 0.31( 0.24) 0.76 302.8 12.00 '"w_ 2 812.13 22.41 2.347 0.31( 0.24) 0.76 427.7 7.00 "%mw 3 811.56 23.34 2.291 0.31( 0.24) 0.76 439.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 812.13 Tc(MIN.) = 22.41 EFFECTIVE AREA(ACRES) = 427.65 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 439.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.00 = 8250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 16.00 IS CODE = 52 ------------------------------------------------------------------'---------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1000.00 DOWNSTREAM(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0152 CHANNEL FLOW THRU SUBAREA(CFS) = 812.13 FLOW VELOCITY(FEET/SEC) = 11.31 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 23.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 16.00 = 9300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------ 1�rw• MAINLINE Tc(MIN) = 23.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.255 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" B 7.60 0.14 1.00 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 14.47 EFFECTIVE AREA(ACRES) = 435.25 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 446.70 PEAK FLOW RATE(CFS) = 812.13 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 446.70 TC(MIN.) 23.96 EFFECTIVE AREA(ACRES) = 435.25 AREA -AVERAGED Fm(INCH/HR)= 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.31 AREA -AVERAGED Ap = 0.76 PEAK FLOW RATE(CFS) = 812.13 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 758.75 16.31 2.840 0.31( 0.23) 0.76 310.4 12.00 2 812.13 23.96 2.255 0.31( 0.24) 0.76 435.3 7.00 3 811.56 24.89 2.204 0.31( 0.24) 0.76 446.7 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS `�Ynrr' 8 m U n i t H y d r o g r a p h A n a l y s i s �wwrr' Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/10/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Valley Trails Developed Condition 2 Year Storm Event 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 2 446.70 1 0.53 -------------------------------------------------------------------- Rainfall data for year 2 446.70 6 1.60 -------------------------------------------------------------------- Rainfall data for year 2 446.70 24 3.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** 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) 78.0 92.8 252.80 0.566 0.140 1.000 0.140 56.0 75.8 5.20 0.012 0.440 0.100 0.044 a 56.0 75.8 20.00 0.045 0.440 0.600 0.264 ✓ 56.0 75.8 22.30 0.050 0.440 0.850 0.374 56.0 75.8 22.70 0.051 0.440 0.600 0.264 56.0 75.8 43.20 0.097 0.440 0.500 0.220 56.0 75.8 21.80 0.049 0.440 0.400 0.176 56.0 75.8 48.40 0.108 0.440 0.200 0.088 56.0 75.8 10.30 0.023 0.440 0.200 0.088 Area-averaged adjusted loss rate Fm (In/Hr) = 0.165 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 252.80 0.566 78.0 92.8 0.78 0.745 0.52 0.001 56.0 75.8 3.19 0.335 4.68 0.010 98.0 98.0 0.20 0.923 12.00 0.027 56.0 75.8 3.19 0.335 8.00 0.018 98.0 98.0 0.20 0.923 18.96 0.042 56.0 75.8 3.19 0.335 3.35 0.007 98.0 98.0 0.20 0.923 13.62 0.030 56.0 75.8 3.19 0.335 9.08 0.020 98.0 98.0 0.20 0.923 21.60 0.048 56.0 75.8 3.19 0.335 21.60 0.048 98.0 98.0 0.20 0.923 8.72 0.020 56.0 75.8 3.19 0.335 13.08 0.029 98.0 98.0 0.20 0.923 9.68 0.022 56.0 75.8 3.19 0.335 38.72 0.087 98.0 98.0 0.20 0.923 2.06 0.005 56.0 75.8 3.19 0.335 8.24 0.018 98.0 98.0 0.20 0.923 Area-averaged catchment yield fraction, Y = 0.707 Area-averaged low loss fraction, Yb = 0.293 User entry of time of concentration = 0.469 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 446.70(Ac.) Catchment Lag time = 0.375 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 22.2104 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.165(In/Hr) Average low loss rate fraction (Yb) = 0.293 (decimal) VALLEY DEVELOPED S-Graph proportion = 0.440 VALLEY UNDEVELOPED S-Graph proportion = 0.000 FOOTHILL S-Graph proportion = 0.560 MOUNTAIN S-Graph proportion = 0.000 rr DESERT S-Graph proportion = 0.000 Computed peak 5 -minute rainfall = 0.196(In) Computed peak 30 -minute rainfall = 0.402(In) Specified peak 1 -hour rainfall = 0.530(In) Computed peak 3 -hour rainfall = 1.043(In) Specified peak 6 -hour rainfall = 1.600(In) Specified peak 24-hour rainfall = 3.000(In) Rainfall depth area reduction factors: Using a total area of 446.70(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.979 Adjusted rainfall = 0.192(In) 30 -minute factor = 0.979 Adjusted rainfall = 0.393(In) 1 -hour factor = 0.979 Adjusted rainfall = 0.519(In) 3 -hour factor = 0.997 Adjusted rainfall = 1.041(In) 6 -hour factor = 0.999 Adjusted rainfall = 1.598(In) 24-hour factor = --------------------------------------------------------------------- 0.999 Adjusted rainfall = 2.998(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 = 5402.28 (CFS)) 1 1.420 76.708 2 5.861 239.946 3 14.341 458.080 4 27.202 694.799 5 48.471 1149.009 6 65.056 895.948 7 74.462 508.156 8 81.367 373.004 9 85.876 243.631 10 89.269 183.253 11 91.700 131.334 12 93.416 92.750 13 94.758 72.481 14 95.919 62.733 15 96.903 53.163 16 97.715 43.831 17 98.240 28.369 18 98.647 21.964 19 98.897 13.541 20 99.046 8.064 21 99.189 7.696 22 99.314 6.765 23 99.433 6.399 24 99.514 4.384 25 99.589 4.069 26 99.681 4.984 27 99.781 5.375 28 99.856 4.070 29 99.906 2.688 30 99.949 2.325 31 99.975 1.391 32 100.000 1.366 �rrwY --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.1920 0.1920 2 0.2534 0.0614 3 0.2980 0.0446 4 0.3344 0.0363 5 0.3656 0.0312 6 0.3933 0.0277 7 0.4183 0.0250 8 0.4412 0.0229 9 0.4625 0.0213 10 0.4824 0.0199 11 0.5012 0.0187 12 0.5189 0.0177 13 0.5459 0.0270 14 0.5721 0.0262 15 0.5977 0.0256 16 0.6226 0.0249 17 0.6470 0.0244 18 0.6709 0.0239 19 0.6942 0.0234 20 0.7172 0.0229 21 0.7397 0.0225 22 0.7618 0.0221 23 0.7836 0.0218 24 0.8050 0.0214 25 0.8261 0.0211 26 0.8469 0.0208 27 0.8673 0.0205 28 0.8876 0.0202 29 0.9075 0.0200 30 0.9272 0.0197 31 0.9467 0.0195 32 0.9659 0.0192 33 0.9849 0.0190 34 1.0037 0.0188 35 1.0223 0.0186 36 1.0407 0.0184 37 1.0585 0.0178 38 1.0761 0.0176 39 1.0935 0.0174 40 1.1108 0.0173 41 1.1279 0.0171 42 1.1448 0.0169 43 1.1616 0.0168 44 1.1782 0.0166 45 1.1947 0.0165 46 1.2111 0.0164 47 1.2273 0.0162 48 1.2434 0.0161 49 1.2593 0.0160 50 1.2752 0.0158 51 1.2909 0.0157 52 1.3065 0.0156 53 1.3220 0.0155 54 1.3373 0.0154 55 1.3526 0.0153 56 1.3678 0.0152 57 1.3828 0.0151 58 1.3978 0.0150 59 1.4126 0.0149 60 1.4274 0.0148 61 1.4421 0.0147 62 1.4566 0.0146 63 1.4711 0.0145 64 1.4855 0.0144 65 1.4998 0.0143 66 1.5141 0.0142 67 1.5282 0.0141 68 1.5423 0.0141 69 1.5563 0.0140 70 1.5702 0.0139 71 1.5840 0.0138 72 1.5978 0.0138 73 1.6078 0.0100 74 1.6178 0.0100 75 1.6277 0.0099 76 1.6375 0.0098 77 1.6472 0.0097 78 1.6569 0.0097 79 1.6665 0.0096 80 1.6761 0.0095 81 1.6855 0.0095 82 1.6950 0.0094 83 1.7043 0.0094 84 1.7136 0.0093 85 1.7228 0.0092 86 1.7320 0.0092 87 1.7411 0.0091 88 1.7502 0.0091 89 1.7592 0.0090 90 1.7681 0.0089 91 1.7770 0.0089 92 1.7859 0.0088 93 1.7947 0.0088 94 1.8034 0.0087 95 1.8121 0.0087 96 1.8207 0.0086 97 1.8293 0.0086 98 1.8378 0.0085 99 1.8463 0.0085 100 1.8548 0.0084 101 1.8632 0.0084 102 1.8715 0.0084 103 1.8798 0.0083 104 1.8881 0.0083 105 1.8963 0.0082 106 1.9045 0.0082 107 1.9126 0.0081 108 1.9207 0.0081 rrr 109 1.9288 0.0081 110 1.9368 0.0080 111 1.9448 0.0080 'err' 112 1.9527 0.0079 113 1.9606 0.0079 114 1.9685 0.0079 115 1.9763 0.0078 116 1.9841 0.0078 117 1.9918 0.0077 118 1.9995 0.0077 119 2.0072 0.0077 120 2.0149 0.0076 121 2.0225 0.0076 122 2.0300 0.0076 123 2.0376 0.0075 124 2.0451 0.0075 125 2.0525 0.0075 126 2.0600 0.0074 127 2.0674 0.0074 128 2.0748 0.0074 129 2.0821 0.0073 130 2.0894 0.0073 131 2.0967 0.0073 132 2.1040 0.0073 133 2.1112 0.0072 134 2.1184 0.0072 135 2.1255 0.0072 136 2.1327 0.0071 137 2.1398 0.0071 138 2.1469 0.0071 r 139 2.1539 0.0070 140 2.1609 0.0070 141 2.1679 0.0070 142 2.1749 0.0070 143 2.1818 0.0069 144 2.1887 0.0069 145 2.1956 0.0069 146 2.2025 0.0069 147 2.2093 0.0068 148 2.2161 0.0068 149 2.2229 0.0068 150 2.2297 0.0068 151 2.2364 0.0067 152 2.2431 0.0067 153 2.2498 0.0067 154 2.2565 0.0067 155 2.2631 0.0066 156 2.2698 0.0066 157 2.2764 0.0066 158 2.2829 0.0066 159 2.2895 0.0065 160 2.2960 0.0065 161 2.3025 0.0065 162 2.3090 0.0065 163 2.3154 0.0065 164 2.3219 0.0064 165 2.3283 0.0064 i 166 2.3347 0.0064 167 2.3411 0.0064 168 2.3474 0.0064 169 2.3538 0.0063 170 2.3601 0.0063 171 2.3664 0.0063 172 2.3726 0.0063 173 2.3789 0.0063 174 2.3851 0.0062 175 2.3913 0.0062 176 2.3975 0.0062 177 2.4037 0.0062 178 2.4099 0.0062 179 2.4160 0.0061 180 2.4221 0.0061 181 2.4282 0.0061 182 2.4343 0.0061 183 2.4404 0.0061 184 2.4464 0.0060 185 2.4525 0.0060 186 2.4585 0.0060 187 2.4645 0.0060 188 2.4704 0.0060 189 2.4764 0.0060 190 2.4823 0.0059 191 2.4883 0.0059 192 2.4942 0.0059 193 2.5001 0.0059 194 2.5059 0.0059 195 2.5118 0.0059 196 2.5176 0.0058 197 2.5234 0.0058 198 2.5293 0.0058 199 2.5350 0.0058 200 2.5408 0.0058 201 2.5466 0.0058 202 2.5523 0.0057 203 2.5581 0.0057 204 2.5638 0.0057 205 2.5695 0.0057 206 2.5752 0.0057 207 2.5808 0.0057 208 2.5865 0.0057 209 2.5921 0.0056 210 2.5977 0.0056 211 2.6033 0.0056 212 2.6089 0.0056 213 2.6145 0.0056 214 2.6201 0.0056 215 2.6256 0.0056 216 2.6312 0.0055 217 2.6367 0.0055 218 2.6422 0.0055 219 2.6477 0.0055 220 2.6532 0.0055 221 2.6587 0.0055 222 2.6641 0.0055 223 2.6696 0.0054 224 2.6750 0.0054 225 2.6804 0.0054 kyr 226 2.6858 0.0054 227 2.6912 0.0054 228 2.6966 0.0054 229 2.7019 0.0054 230 2.7073 0.0054 231 2.7126 0.0053 232 2.7179 0.0053 233 2.7233 0.0053 234 2.7286 0.0053 235 2.7339 0.0053 236 2.7391 0.0053 237 2.7444 0.0053 238 2.7496 0.0053 239 2.7549 0.0052 240 2.7601 0.0052 241 2.7653 0.0052 242 2.7705 0.0052 243 2.7757 0.0052 244 2.7809 0.0052 245 2.7861 0.0052 246 2.7912 0.0052 247 2.7964 0.0051 248 2.8015 0.0051 249 2.8066 0.0051 250 2.8117 0.0051 251 2.8168 0.0051 252 2.8219 0.0051 $ice.• 253 2.8270 0.0051 254 2.8321 0.0051 255 2.8371 0.0051 256 2.8422 0.0050 257 2.8472 0.0050 258 2.8522 0.0050 259 2.8573 0.0050 260 2.8623 0.0050 261 2.8673 0.0050 262 2.8722 0.0050 263 2.8772 0.0050 264 2.8822 0.0050 265 2.8871 0.0050 266 2.8921 0.0049 267 2.8970 0.0049 268 2.9019 0.0049 269 2.9068 0.0049 270 2.9117 0.0049 271 2.9166 0.0049 272 2.9215 0.0049 273 2.9264 0.0049 274 2.9312 0.0049 275 2.9361 0.0049 276 2.9409 0.0048 277 2.9458 0.0048 278 2.9506 0.0048 279 2.9554 0.0048 its,,. 280 2.9602 0.0048 281 2.9650 0.0048 282 2.9698 0.0048 rr 283 2.9746 0.0048 284 2.9793 0.0048 285 2.9841 0.0048 286 2.9889 0.0047 287 2.9936 0.0047 288 2.9983 0.0047 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0047 0.0014 0.0033 2 0.0047 0.0014 0.0034 3 0.0048 0.0014 0.0034 4 0.0048 0.0014 0.0034 5 0.0048 0.0014 0.0034 6 0.0048 0.0014 0.0034 7 0.0048 0.0014 0.0034 8 0.0048 0.0014 0.0034 9 0.0048 0.0014 0.0034 10 0.0049 0.0014 0.0034 11 0.0049 0.0014 0.0034 12 0.0049 0.0014 0.0035 13 0.0049 0.0014 0.0035 14 0.0049 0.0014 0.0035 15 0.0049 0.0014 0.0035 16 0.0049 0.0014 0.0035 17 0.0050 0.0015 0.0035 18 0.0050 0.0015 0.0035 19 0.0050 0.0015 0.0035 20 0.0050 0.0015 0.0035 21 0.0050 0.0015 0.0036 22 0.0050 0.0015 0.0036 23 0.0051 0.0015 0.0036 24 0.0051 0.0015 0.0036 25 0.0051 0.0015 0.0036 26 0.0051 0.0015 0.0036 27 0.0051 0.0015 0.0036 28 0.0051 0.0015 0.0036 29 0.0052 0.0015 0.0036 30 0.0052 0.0015 0.0037 31 0.0052 0.0015 0.0037 32 0.0052 0.0015 0.0037 33 0.0052 0.0015 0.0037 34 0.0052 0.0015 0.0037 35 0.0053 0.0015 0.0037 36 0.0053 0.0015 0.0037 37 0.0053 0.0016 0.0038 38 0.0053 0.0016 0.0038 39 0.0053 0.0016 0.0038 40 0.0054 0.0016 0.0038 41 0.0054 0.0016 0.0038 42 0.0054 0.0016 0.0038 43 0.0054 0.0016 0.0038 `err✓ 44 0.0054 0.0016 0.0038 45 0.0055 0.0016 0.0039 46 0.0055 0.0016 0.0039 + 47 0.0055 0.0016 0.0039 48 0.0055 0.0016 0.0039 49 0.0055 0.0016 0.0039 50 0.0056 0.0016 0.0039 51 0.0056 0.0016 0.0039 52 0.0056 0.0016 0.0040 53 0.0056 0.0016 0.0040 54 0.0056 0.0016 0.0040 55 0.0057 0.0017 0.0040 56 0.0057 0.0017 0.0040 57 0.0057 0.0017 0.0040 58 0.0057 0.0017 0.0041 59 0.0058 0.0017 0.0041 60 0.0058 0.0017 0.0041 61 0.0058 0.0017 0.0041 62 0.0058 0.0017 0.0041 63 0.0059 0.0017 0.0041 64 0.0059 0.0017 0.0042 65 0.0059 0.0017 0.0042 66 0.0059 0.0017 0.0042 67 0.0060 0.0017 0.0042 68 0.0060 0.0017 0.0042 69 0.0060 0.0018 0.0043 70 0.0060 0.0018 0.0043 71 0.0061 0.0018 0.0043 72 0.0061 0.0018 0.0043 73 0.0061 0.0018 0.0043 +" 74 0.0061 0.0018 0.0043 75 0.0062 0.0018 0.0044 76 0.0062 0.0018 0.0044 77 0.0062 0.0018 0.0044 78 0.0063 0.0018 0.0044 79 0.0063 0.0018 0.0045 80 0.0063 0.0018 0.0045 81 0.0064 0.0019 0.0045 82 0.0064 0.0019 0.0045 83 0.0064 0.0019 0.0045 84 0.0064 0.0019 0.0046 85 0.0065 0.0019 0.0046 86 0.0065 0.0019 0.0046 87 0.0065 0.0019 0.0046 88 0.0066 0.0019 0.0046 89 0.0066 0.0019 0.0047 90 0.0066 0.0019 0.0047 91 0.0067 0.0020 0.0047 92 0.0067 0.0020 0.0047 93 0.0068 0.0020 0.0048 94 0.0068 0.0020 0.0048 95 0.0068 0.0020 0.0048 96 0.0069 0.0020 0.0049 97 0.0069 0.0020 0.0049 98 0.0069 0.0020 0.0049 99 0.0070 0.0020 0.0049 100 0.0070 0.0021 0.0050 "+' 101 0.0071 0.0021 0.0050 102 0. 0071 0.0021 0.0050 103 0.0072 0.0021 0.0051 104 0.0072 0.0021 0.0051 105 0.0073 0.0021 0.0051 106 0.0073 0.0021 0.0052 107 0.0073 0.0021 0.0052 108 0.0074 0.0022 0.0052 109 0.0074 0.0022 0.0053 110 0.0075 0.0022 0.0053 ill 0.0075 0.0022 0.0053 112 0.0076 0.0022 0.0054 113 0.0076 0.0022 0.0054 114 0.0077 0.0022 0.0054 115 0.0077 0.0023 0.0055 116 0.0078 0.0023 0.0055 117 0.0079 0.0023 0.0056 118 0.0079 0.0023 0.0056 119 0.0080 0.0023 0.0056 120 0.0080 0.0023 0.0057 121 0.0081 0.0024 0.0057 122 0.0081 0.0024 0.0058 123 0.0082 0.0024 0.0058 124 0.0083 0.0024 0.0058 125 0.0084 0.0024 0.0059 126 0.0084 0.0025 0.0059 127 0.0085 0.0025 0.0060 128 0.0085 0.0025 0.0060 129 0.0086 0.0025 0.0061 130 0.0087 0.0025 0.0061 131 0.0088 0.0026 0.0062 132 0.0088 0.0026 0.0063 133 0.0089 0.0026 0.0063 134 0.0090 0.0026 0.0064 135 0.0091 0.0027 0.0064 136 0.0092 0.0027 0.0065 137 0.0093 0.0027 0.0066 138 0.0094 0.0027 0.0066 139 0.0095 0.0028 0.0067 140 0.0095 0.0028 0.0068 141 0.0097 0.0028 0.0068 142 0.0097 0.0029 0.0069 143 0.0099 0.0029 0.0070 144 0.0100 0.0029 0.0070 145 0.0138 0.0040 0.0097 146 0.0138 0.0040 0.0098 147 0.0140 0.0041 0.0099 148 0.0141 0.0041 0.0100 149 0.0142 0.0042 0.0101 150 0.0143 0.0042 0.0101 151 0.0145 0.0042 0.0102 152 0.0146 0.0043 0.0103 153 0.0148 0.0043 0.0104 154 0.0149 0.0043 0.0105 155 0.0151 0.0044 0.0107 156 0.0152 0.0044 0.0107 157 0.0154 0.0045 0.0109 158 0.0155 0.0045 0.0110 159 0.0157 0.0046 0.0111 160 0.0158 0.0046 0.0112 161 0.0161 0.0047 0.0114 162 0.0162 0.0047 0.0115 163 0.0165 0.0048 0.0117 164 0.0166 0.0049 0.0118 165 0.0169 0.0050 0.0120 166 0.0171 0.0050 0.0121 167 0.0174 0.0051 0.0123 168 0.0176 0.0051 0.0125 169 0.0184 0.0054 0.0130 170 0.0186 0.0054 0.0132 171 0.0190 0.0056 0.0135 172 0.0192 0.0056 0.0136 173 0.0197 0.0058 0.0139 174 0.0200 0.0058 0.0141 175 0.0205 0.0060 0.0145 176 0.0208 0.0061 0.0147 177 0.0214 0.0063 0.0151 178 0.0218 0.0064 0.0154 179 0.0225 0.0066 0.0159 180 0.0229 0.0067 0.0162 181 0.0239 0.0070 0.0169 182 0.0244 0.0071 0.0172 183 0.0256 0.0075 0.0181 184 0.0262 0.0077 0.0186 185 0.0177 0.0052 0.0126 186 0.0187 0.0055 0.0133 rte^ 187 0.0213 0.0062 0.0151 �rrr 188 0.0229 0.0067 0.0162 189 0.0277 0.0081 0.0196 190 0.0312 0.0091 0.0221 191 0.0446 0.0131 0.0316 192 0.0614 0.0138 0.0476 193 0.1920 0.0138 0.1783 194 0.0363 0.0106 0.0257 195 0.0250 0.0073 0.0177 196 0.0199 0.0058 0.0141 197 0.0270 0.0079 0.0191 198 0.0249 0.0073 0.0176 199 0.0234 0.0068 0.0165 200 0.0221 0.0065 0.0157 201 0.0211 0.0062 0.0149 202 0.0202 0.0059 0.0143 203 0.0195 0.0057 0.0138 204 0.0188 0.0055 0.0133 205 0.0178 0.0052 0.0126 206 0.0173 0.0050 0.0122 207 0.0168 0.0049 0.0119 208 0.0164 0.0048 0.0116 209 0.0160 0.0047 0.0113 210 0.0156 0.0046 0.0110 211 0.0153 0.0045 0.0108 212 0.0150 0.0044 0.0106 213 0.0147 0.0043 0.0104 214 0.0144 0.0042 0.0102 '�rrr+ 215 0.0141 0.0041 0.0100 216 0.0139 0.0041 0.0098 217 0.0100 0.0029 0.0071 218 0.0098 0.0029 0.0069 219 0.0096 0.0028 0.0068 220 0.0094 0.0028 0.0067 221 0.0092 0.0027 0.0065 222 0.0091 0.0026 0.0064 223 0.0089 0.0026 0.0063 224 0.0087 0.0026 0.0062 225 0.0086 0.0025 0.0061 226 0.0084 0.0025 0.0060 227 0.0083 0.0024 0.0059 228 0.0082 0.0024 0.0058 229 0.0081 0.0024 0.0057 230 0.0079 0.0023 0.0056 231 0.0078 0.0023 0.0055 232 0.0077 0.0023 0.0055 233 0.0076 0.0022 0.0054 234 0.0075 0.0022 0.0053 235 0.0074 0.0022 0.0052 236 0.0073 0.0021 0.0052 237 0.0072 0.0021 0.0051 238 0.0071 0.0021 0.0050 239 0.0070 0.0021 0.0050 240 0.0070 0.0020 0.0049 241 0.0069 0.0020 0.0049 242 0.0068 0.0020 0.0048 243 0.0067 0.0020 0.0048 244 0.0067 0.0019 0.0047 245 0.0066 0.0019 0.0047 246 0.0065 0.0019 0.0046 247 0.0065 0.0019 0.0046 248 0.0064 0.0019 0.0045 249 0.0063 0.0019 0.0045 250 0.0063 0.0018 0.0044 251 0.0062 0.0018 0.0044 252 0.0062 0.0018 0.0044 253 0.0061 0.0018 0.0043 254 0.0060 0.0018 0.0043 255 0.0060 0.0018 0.0042 256 0.0059 0.0017 0.0042 257 0.0059 0.0017 0.0042 258 0.0058 0.0017 0.0041 259 0.0058 0.0017 0.0041 260 0.0057 0.0017 0.0041 261 0.0057 0.0017 0.0040 262 0.0057 0.0017 0.0040 263 0.0056 0.0016 0.0040 264 0.0056 0.0016 0.0039 265 0.0055 0.0016 0.0039 266 0.0055 0.0016 0.0039 267 0.0054 0.0016 0.0039 268 0.0054 0.0016 0.0038 269 0.0054 0.0016 0.0038 270 0.0053 0.0016 0.0038 271 0.0053 0.0015 0.0037 err+ 272 0.0053 0.0015 0.0037 273 0.0052 0.0015 0.0037 274 0.0052 0.0015 0.0037 ✓ 275 0.0051 0.0015 0.0036 276 0.0051 0.0015 0.0036 277 0.0051 0.0015 0.0036 278 0.0050 0.0015 0.0036 279 0.0050 0.0015 0.0035 280 0.0050 0.0015 0.0035 281 0.0050 0.0014 0.0035 282 0.0049 0.0014 0.0035 283 0.0049 0.0014 0.0035 284 0.0049 0.0014 0.0034 285 0.0048 0.0014 0.0034 286 0.0048 0.0014 0.0034 287 0.0048 0.0014 0.0034 288 -------------------------------------------------------------------- 0.0047 0.0014 0.0034 -------------------------------------------------------------------- Total soil rain loss = 0.83(In) Total effective rainfall = 2.17(In) Peak flow rate in flood hydrograph = 319.24(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) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------- 0+ 5 0.0018 0.26 Q 0+10 0.0091 1.06 Q 0+15 0.0270 2.60 Q 0+20 0.0609 4.93 Q 0+25 0.1214 8.79 Q 0+30 0.2028 11.81 VQ 0+35 0.2960 13.54 VQ 0+40 0.3982 14.83 VQ 0+45 0.5062 15.69 VQ 0+50 0.6188 16.35 VQ 0+55 0.7348 16.84 VQ 1+ 0 0.8532 17.19 VQ 1+ 5 0.9736 17.49 VQ 1+10 1.0959 17.75 VQ 1+15 1.2197 17.98 VQ 1+20 1.3449 18.18 VQ 1+25 1.4712 18.33 VQ 1+30 1.5983 18.46 VQ 1+35 1.7261 18.56 VQ 1+40 1.8545 18.65 VQ 1+45 1.9835 18.73 VQ 1+50 2.1131 18.81 IQ I 1+55 2.2432 18.89 IQ I I I w 2+ 0 2.3738 18.96 IQ I I I I 2+ 5 2.5049 19.04 IQ I I I I 2+10 2.6365 19.11 IQ I I I I 2+15 2.7687 19.19 1Q 2+20 2.9014 19.27 IQ " 2+25 3.0346 19.34 IQ 2+30 3.1682 19.41 IQ 2+35 3.3024 19.48 IQ 2+40 3.4370 19.55 (Q 2+45 3.5721 19.61 IQ 2+50 3.7076 19.67 (Q 2+55 3.8435 19.74 IQ 3+ 0 3.9799 19.81 IQ 3+ 5 4.1168 19.87 IQV 3+10 4.2541 19.94 IQV 3+15 4.3920 20.01 Q 3+20 4.5302 20.08 Q 3+25 4.6690 20.15 Q 3+30 4.8083 20.22 ( Q 3+35 4.9480 20.29 Q 3+40 5.0882 20.36 Q 3+45 5.2290 20.43 Q 3+50 5.3702 20.51 Q 3+55 5.5120 20.58 Q 4+ 0 5.6542 20.66 Q 4+ 5 5.7970 20.73 Q 4+10 5.9403 20.81 Q 4+15 6.0841 20.89 QV 4+20 6.2285 20.96 QV 4+25 6.3734 21.04 QV 4+30 6.5189 21.12 QV 4+35 6.6649 21.20 QV 4+40 6.8115 21.28 QV 4+45 6.9586 21.37 QV 4+50 7.1064 21.45 QV 4+55 7.2547 21.53 QV 5+ 0 7.4035 21.62 ( QV 5+ 5 7.5530 21.70 I QV 5+10 7.7031 21.79 QV 5+15 7.8538 21.88 QV 5+20 8.0050 21.97 QV 5+25 8.1569 22.06 Q V 5+30 8.3095 22.15 Q V 5+35 8.4627 22.24 Q V 5+40 8.6165 22.33 Q V 5+45 8.7709 22.43 Q V 5+50 8.9260 22.52 Q V 5+55 9.0818 22.62 Q V 6+ 0 9.2383 22.72 Q V 6+ 5 9.3954 22.82 I Q V 6+10 9.5532 22.92 Q V 6+15 9.7118 23.02 Q V 6+20 9.8710 23.12 Q V 6+25 10.0309 23.22 Q V 6+30 10.1916 23.33 Q V 6+35 10.3530 23.44 Q V 6+40 10.5152 23.54 Q V 6+45 10.6781 23.65 Q V 6+50 10.8417 23.76 Q V 6+55 11.0062 23.88 Q V 7+ 0 11.1714 23.99 Q V 7+ 5 11.3374 24.11 I Q V 7+10 11.5043 24.22 Q V 7+15 11.6719 24.34 Q V 7+20 11.8404 24.46 I Q V 7+25 12.0097 24.59 I Q V 7+30 12.1799 24.71 I Q V 7+35 12.3509 24.84 I Q V 7+40 12.5229 24.96 I Q V 7+45 12.6957 25.09 I Q V 7+50 12.8694 25.22 I Q V 7+55 13.0440 25.36 I Q V 8+ 0 13.2196 25.49 ( Q V 8+ 5 13.3961 25.63 I Q V 8+10 13.5736 25.77 I Q V 8+15 13.7520 25.91 I Q V 8+20 13.9314 26.05 Q V 8+25 14.1119 26.20 I Q V 8+30 14.2934 26.35 I Q V 8+35 14.4759 26.50 ( Q V 8+40 14.6594 26.65 Q V 8+45 14.8441 26.81 ( Q V 8+50 15.0298 26.97 I Q V 8+55 15.2166 27.13 I Q V 9+ 0 15.4046 27.29 I Q V 9+ 5 15.5937 27.46 I Q V 9+10 15.7840 27.63 I Q V Avg--. 9+15 15.9755 27.80 I Q V 9+20 16.1682 27.98 Q V " 9+25 16.3621 28.16 Q V 9+30 16.5573 28.34 I Q V 9+35 16.7537 28.53 I Q V 9+40 16.9515 28.71 I Q V 9+45 17.1506 28.91 I Q V 9+50 17.3510 29.10 I Q V 9+55 17.5528 29.31 Q V 10+ 0 17.7561 29.51 I Q V 10+ 5 17.9607 29.72 I Q V 10+10 18.1669 29.93 I Q VI 10+15 18.3745 30.15 I Q VI 10+20 18.5836 30.37 I Q VI 10+25 18.7944 30.60 I Q VI 10+30 19.0067 30.83 I Q VI 10+35 19.2206 31.06 I Q VI 10+40 19.4362 31.30 I Q VI 10+45 19.6535 31.55 I Q VI 10+50 19.8725 31.80 I Q VI 10+55 20.0933 32.06 I Q VI 11+ 0 20.3159 32.32 I Q V 11+ 5 20.5404 32.60 I Q V 11+10 20.7668 32.87 I Q V 11+15 20.9952 33.16 I Q V 11+20 21.2256 33.45 I Q V 11+25 21.4580 33.75 I Q V 11+30 21.6925 34.05 I Q V 11+35 21.9292 34.37 I Q V 11+40 22.1681 34.69 I Q V 11+45 22.4093 35.02 I Q IV 11+50 22.6528 35.36 I Q IV 11+55 22.8987 35.71 I Q IV 12+ 0 23.1471 36.07 I Q IV 12+ 5 23.3995 36.64 I Q IV 12+10 23.6587 37.64 I Q IV 12+15 23.9287 39.21 I Q IV 12+20 24.2139 41.40 I Q I V 12+25 24.5223 44.78 I Q I V 12+30 24.8495 47.51 I Q I V i 12+35 25.1888 49.26 I Q I V 12+40 25.5376 50.65 I Q I V 12+45 25.8939 51.74 I Q I V 12+50 26.2567 52.67 I Q I V 12+55 26.6251 53.50 I Q I V 13+ 0 26.9986 54.23 I Q I V I 13+ 5 27.3769 54.93 I Q I V 13+10 27.7599 55.61 I Q I V 13+15 28.1477 56.30 I Q I V 13+20 28.5401 56.98 I Q I V 13+25 28.9371 57.65 I Q I V 13+30 29.3387 58.31 I Q I V 13+35 29.7449 58.98 I Q I V 13+40 30.1558 59.66 I Q I V 13+45 30.5716 60.37 I Q I V 13+50 30.9924 61.10 I Q I V 13+55 31.4185 61.88 I Q I V 14+ 0 31.8501 62.67 I Q I V 14+ 5 32.2877 63.53 I Q I V 14+10 32.7317 64.47 I Q I V 14+15 33.1831 65.54 I Q I V 14+20 33.6425 66.71 I Q I V 14+25 34.1114 68.09 I Q I V 14+30 34.5895 69.42 I Q I V I 14+35 35.0765 70.71 I Q I V 14+40 35.5724 72.00 I Q I V 14+45 36.0776 73.36 I Q I V 14+50 36.5924 74.76 I Q I V 14+55 37.1177 76.27 I Q I V 15+ 0 37.6538 77.85 I Q I V 15+ 5 38.2019 79.58 I Q I V 15+10 38.7627 81.43 I Q I VI 15+15 39.3378 83.50 ( Q I VI 15+20 39.9281 85.72 I Q I VI 15+25 40.5321 87.69 I Q I V 15+30 41.1433 88.75 I Q I V 15+35 41.7543 88.72 I Q I V 15+40 42.3567 87.46 I Q I IV 15+45 42.9338 83.81 I Q ( IV 15+50 43.5053 82.97 I Q ( IV 15+55 44.1042 86.97 I Q I IV 16+ 0 44.7621 95.52 I QI I V 16+ 5 45.5917 120.46 I I Q I V 16+10 46.6974 160.55 I I Q I V 16+15 48.1410 209.61 I I Q V 16+20 49.9185 258.09 ( I I VQ 16+25 52.1171 319.24 I I I V 16+30 53.9621 267.90 I Q I I 16+35 55.3188 196.98 QI V I *000' 16+40 56.4597 165.66 Q I V I 16+45 57.4375 141.98 Q I V I 16+50 58.3246 128.80 I I Q I V I 16+55 59.1242 116.11 I IQ I VI 17+ 0 59.8550 106.10 I Q I VI 17+ 5 60.5375 99.10 I QI I V 17+10 61.1848 93.99 I QI I V 17+15 61.7979 89.02 I Q I I V 17+20 62.3770 84.09 I Q I I V 17+25 62.9175 78.48 I Q I I IV 17+30 63.4309 74.55 ( Q I I IV 17+35 63.9185 70.80 I Q I I IV 17+40 64.3860 67.88 I Q I I IV 17+45 64.8401 65.94 I Q I I I V 17+50 65.2816 64.10 I Q I I I V 17+55 65.7118 62.46 I Q I I I V 18+ 0 66.1300 60.72 ( Q I I I V 18+ 5 66.5377 59.19 I Q I I I V 18+10 66.9337 57.50 I Q I ( I V 18+15 67.3140 55.21 I Q I I I V 18+20 67.6728 52.11 I Q I I I V 18+25 68.0026 47.89 I Q I I I V 18+30 68.3093 44.54 I Q I I I V 18+35 68.5998 42.17 I Q I I I V 18+40 68.8775 40.33 I Q ( I I V ., 18+45 69.1439 38.68 I Q ( I I V 18+50 69.4019 37.45 I Q I I I V 18+55 69.6526 36.40 I Q I I I V 19+ 0 69.8970 35.49 I Q I I I V 19+ 5 70.1358 34.66 I Q I I I V 19+10 70.3692 33.89 I Q I I ( V 19+15 70.5977 33.18 I Q I ( I V 19+20 70.8217 32.52 I Q I I I V 19+25 71.0415 31.92 I Q ( I I V 19+30 71.2575 31.36 I Q I I I V 19+35 71.4700 30.85 I Q I I I V 19+40 71.6792 30.37 I Q I I I V 19+45 71.8852 29.92 I Q I I I V 19+50 72.0882 29.48 I Q I I I V 19+55 72.2884 29.06 I Q I I I V 20+ 0 72.4857 28.66 I Q I ( I V 20+ 5 72.6805 28.28 I Q I I I V 20+10 72.8727 27.90 I Q I I I V 20+15 73.0623 27.54 I Q I I ( V 20+20 73.2497 27.20 I Q I I I V 20+25 73.4347 26.87 I Q I ( I V 20+30 73.6175 26.55 I Q I I I V 20+35 73.7983 26.24 I Q I I ( V 20+40 73.9770 25.95 I Q I I I V 20+45 74.1537 25.66 I Q I I I V 20+50 74.3286 25.39 I Q ( I I V 20+55 74.5016 25.12 I Q I I I V 21+ 0 74.6728 24.86 I Q I I I V 21+ 5 74.8423 24.61 I Q I I I V "+ 21+10 75.0101 24.37 I Q I ( I V 21+15 75.1763 24.13 I Q I I V 21+20 75.3409 23.90 I Q I I V 21+25 75.5040 23.67 I Q V 21+30 75.6655 23.45 I Q V 21+35 75.8256 23.24 I Q V 21+40 75.9842 23.03 ( Q V 21+45 76.1414 22.83 I Q ( V 21+50 76.2973 22.63 I Q V 21+55 76.4519 22.44 I Q V 22+ 0 76.6051 22.25 I Q V 22+ 5 76.7571 22.07 I Q V 22+10 76.9079 21.89 I Q ( V 22+15 77.0574 21.71 ( Q ( ( V 22+20 77.2058 21.54 I Q V 22+25 77.3530 21.37 I Q V 22+30 77.4991 21.21 I Q V 22+35 77.6440 21.05 I Q I V 22+40 77.7879 20.89 I Q I V 22+45 77.9308 20.74 I Q V 22+50 78.0726 20.59 I Q V 22+55 78.2133 20.44 I Q V 23+ 0 78.3531 20.30 I Q I V 23+ 5 78.4919 20.15 I Q V 23+10 78.6298 20.02 I Q V 23+15 78.7667 19.88 IQ I I I VI 23+20 78.9027 19.75 IQ I I I VI 23+25 79.0378 19.61 IQ I I I VI 23+30 79.1720 19.49 IQ I I I VI 23+35 79.3053 19.36 IQ I I I VI +" 23+40 79.4378 19.24 IQ I I I VI 23+45 79.5694 19.11 IQ I I I VI 23+50 79.7002 18.99 IQ I I I VI 23+55 79.8302 18.88 IQ I I I VI 24+ 0 79.9594 18.76 IQ I I I VI 24+ 5 80.0861 18.39 IQ I I I VI 24+10 80.2065 17.48 IQ I I I VI 24+15 80.3156 15.85 IQ I I I VI 24+20 80.4081 13.43 IQ I I I VI 24+25 80.4736 9.51 Q I I I VI 24+30 80.5181 6.46 Q I I I VI 24+35 80.5507 4.73 Q I I I VI 24+40 80.5745 3.45 Q ( I I VI 24+45 80.5925 2.62 Q I I I VI 24+50 80.6062 1.99 Q I I I VI 24+55 80.6168 1.54 Q I I I VI 25+ 0 80.6253 1.22 Q I I I VI 25+ 5 80.6319 0.97 Q I I I VI 25+10 80.6372 0.76 Q I ( ( VI 25+15 80.6411 0.57 Q I I I VI 25+20 80.6440 0.42 Q ( I I VI 25+25 80.6463 0.33 Q I ( I VI 25+30 80.6480 0.25 Q I I I VI 25+35 80.6495 0.21 Q I I ( VI 25+40 80.6507 0.18 Q I I I VI 25+45 80.6517 0.15 Q I I I VI 25+50 80.6526 0.13 Q I I I VI 25+55 80.6533 0.10 Q I ( I VI 26+ 0 80.6539 0.09 Q VI 26+ 5 80.6544 0.08 Q VI 26+10 80.6548 0.06 Q I I I VI 26+15 80.6551 0.04 Q I I I VI 26+20 80.6553 0.03 Q I I I VI 26+25 80.6554 0.02 Q I I I VI 26+30 80.6555 0.01 Q I I I VI 26+35 ----------------------------------------------------------------------- 80.6555 0.00 Q I I I V 015 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 - 2004, Version 7.0 Study date 07/10/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Valley Trails Developed Condition 10 Year Storm Event Storm Event Year = 10 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 10 446.70 1 0.90 -------------------------------------------------------------------- Rainfall data for year 10 446.70 6 2.34 -------------------------------------------------------------------- Rainfall data for year 10 446.70 24 4.88 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS`curve Area Area Fp(Fig C6) Ap Fm ,#owl No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) ,%W 78.0 92.8 252.80 0.566 0.140 1.000 0.140 56.0 75.8 5.20 0.012 0.440 0.100 0.044 56.0 75.8 20.00 0.045 0.440 0.600 0.264 56.0 75.8 22.30 0.050 0.440 0.850 0.374 56.0 75.8 22.70 0.051 0.440 0.600 0.264 56.0 75.8 43.20 0.097 0.440 0.500 0.220 56.0 75.8 21.80 0.049 0.440 0.400 0.176 56.0 75.8 48.40 0.108 0.440 0.200 0.088 56.0 75.8 10.30 0.023 0.440 0.200 0.088 Area-averaged adjusted loss rate Fm (In/Hr) = 0.165 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 252.80 0.566 78.0 92.8 0.78 0.832 0.52 0.001 56.0 75.8 3.19 0.496 4.68 0.010 98.0 98.0 0.20 0.952 12.00 0.027 56.0 75.8 3.19 0.496 8.00 0.018 98.0 98.0 0.20 0.952 18.96 0.042 56.0 75.8 3.19 0.496 3.35 0.007 98.0 98.0 0.20 0.952 13.62 0.030 56.0 75.8 3.19 0.496 9.08 0.020 98.0 98.0 0.20 0.952 21.60 0.048 56.0 75.8 3.19 0.496 21.60 0.048 98.0 98.0 0.20 0.952 8.72 0.020 56.0 75.8 3.19 0.496 13.08 0.029 98.0 98.0 0.20 0.952 9.68 0.022 56.0 75.8 3.19 0.496 38.72 0.087 98.0 98.0 0.20 0.952 2.06 0.005 56.0 75.8 3.19 0.496 8.24 0.018 98.0 98.0 0.20 0.952 Area-averaged catchment yield fraction, Y = 0.795 Area-averaged low loss fraction, Yb = 0.205 User entry of time of concentration = 0.423 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 446.70(Ac.) Catchment Lag time = 0.338 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 24.6257 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.165(In/Hr) Average low loss rate fraction (Yb) = 0.205 (decimal) VALLEY DEVELOPED S-Graph proportion = 0.440 VALLEY UNDEVELOPED S-Graph proportion = 0.000 FOOTHILL S-Graph proportion = 0.560 MOUNTAIN S-Graph proportion = 0.000 DESERT S-Graph proportion = 0.000 Computed peak 5 -minute rainfall = 0.333(In) ,.. Computed peak 30 -minute rainfall = 0.682(In) Specified peak 1 -hour rainfall = 0.900(In) Computed peak 3 -hour rainfall = 1.617(In) Specified peak 6 -hour rainfall = 2.340(In) Specified peak 24-hour rainfall = 4.880(In) Rainfall depth area reduction factors: Using a total area of 446.70(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.979 Adjusted rainfall = 0.326(In) 30 -minute factor = 0.979 Adjusted rainfall = 0.668(In) 1 -hour factor = 0.979 Adjusted rainfall = 0.881(In) 3 -hour factor = 0.997 Adjusted rainfall = 1.613(In) 6 -hour factor = 0.999 Adjusted rainfall = 2.337(In) 24-hour factor = --------------------------------------------------------------------- 0.999 Adjusted rainfall = 4.877(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 = 5402.28 (CFS)) 1 1.609 86.921 2 6.998 291.126 3 17.401 562.018 4 34.506 924.065 5 57.775 1257.021 6 71.142 722.140 7 79.614 457.700 8 85.109 296.854 9 89.046 212.650 10 91.760 146.633 11 93.617 100.309 12 95.063 78.130 13 96.291 66.316 14 97.298 54.428 15 98.028 39.430 16 98.533 27.271 17 98.860 17.679 18 99.032 9.292 19 99.190 8.547 20 99.329 7.506 21 99.454 6.728 22 99.539 4.608 23 99.628 4.800 24 99.737 5.877 25 99.836 5.359 26 99.895 3.178 27 99.945 2.707 28 99.974 1.606 29 100.000 1.379 "i�," --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number ( In) (In) 1 0.3261 0.3261 2 0.4303 0.1042 3 0.5061 0.0758 4 0.5678 0.0617 5 0.6208 0.0530 6 0.6678 0.0470 7 0.7103 0.0425 8 0.7492 0.0390 9 0.7854 0.0361 10 0.8192 0.0338 11 0.8510 0.0318 12 0.8812 0.0301 13 0.9208 0.0397 14 0.9591 0.0383 15 0.9962 0.0371 16 1.0322 0.0360 17 1.0673 0.0350 18 1.1013 0.0341 19 1.1346 0.0333 20 1.1671 0.0325 21 1.1988 0.0317 22 1.2299 0.0311 23 1.2603 0.0304 24 1.2902 0.0299 25 1.3195 0.0293 26 1.3483 0.0288 27 1.3766 0.0283 28 1.4044 0.0278 29 1.4318 0.0274 30 1.4587 0.0270 31 1.4853 0.0266 32 1.5114 0.0262 33 1.5372 0.0258 34 1.5627 0.0255 35 1.5878 0.0251 36 1.6126 0.0248 37 1.6364 0.0238 38 1.6599 0.0235 39 1.6832 0.0232 40 1.7061 0.0230 41 1.7288 0.0227 42 1.7513 0.0224 43 1.7735 0.0222 44 1.7954 0.0220 45 1.8171 0.0217 46 1.8386 0.0215 47 1.8599 0.0213 48 1.8810 0.0211 49 1.9018 0.0209 50 1.9225 0.0207 51 1.9430 0.0205 52 1.9633 0.0203 53 1.9834 0.0201 54 2.0033 0.0199 55 2.0231 0.0198 56 2.0427 0.0196 A 57 2.0621 0.0194 Iftwr 58 2.0814 0.0193 59 2.1006 0.0191 60 2.1195 0.0190 61 2.1384 0.0188 62 2.1570 0.0187 63 2.1756 0.0185 64 2.1940 0.0184 65 2.2123 0.0183 66 2.2304 0.0181 67 2.2485 0.0180 68 2.2663 0.0179 69 2.2841 0.0178 70 2.3018 0.0177 71 2.3193 0.0175 72 2.3367 0.0174 73 2.3539 0.0172 74 2.3710 0.0171 75 2.3879 0.0170 76 2.4048 0.0168 77 2.4215 0.0167 78 2.4382 0.0166 79 2.4547 0.0165 80 2.4711 0.0164 81 2.4875 0.0163 82 2.5037 0.0163 83 2.5199 0.0162 84 2.5360 0.0161 85 2.5519 0.0160 86 2.5678 0.0159 87 2.5836 0.0158 88 2.5994 0.0157 89 2.6150 0.0156 90 2.6306 0.0156 91 2.6460 0.0155 92 2.6614 0.0154 93 2.6767 0.0153 94 2.6920 0.0152 95 2.7071 0.0152 96 2.7222 0.0151 97 2.7372 0.0150 98 2.7522 0.0149 99 2.7671 0.0149 100 2.7819 0.0148 101 2.7966 0.0147 102 2.8113 0.0147 103 2.8259 0.0146 104 2.8404 0.0145 105 2.8548 0.0145 106 2.8692 0.0144 107 2.8836 0.0143 108 2.8979 0.0143 109 2.9121 0.0142 110 2.9262 0.0142 111 2.9403 0.0141 112 2.9543 0.0140 113 2.9683 0.0140 114 2.9822 0.0139 r. 115 2.9961 0.0139 116 3.0099 0.0138 117 3.0236 0.0137 118 3.0373 0.0137 119 3.0510 0.0136 120 3.0645 0.0136 121 3.0781 0.0135 122 3.0915 0.0135 123 3.1050 0.0134 124 3.1183 0.0134 125 3.1317 0.0133 126 3.1449 0.0133 127 3.1582 0.0132 128 3.1713 0.0132 129 3.1845 0.0131 130 3.1975 0.0131 131 3.2106 0.0130 132 3.2236 0.0130 133 3.2365 0.0129 134 3.2494 0.0129 135 3.2622 0.0128 136 3.2750 0.0128 137 3.2878 0.0128 138 3.3005 0.0127 139 3.3132 0.0127 140 3.3258 0.0126 141 3.3384 0.0126 `�wtrr 142 3.3510 0.0125 143 3.3635 0.0125 144 3.3759 0.0125 145 3.3884 0.0124 146 3.4007 0.0124 147 3.4131 0.0123 148 3.4254 0.0123 149 3.4376 0.0123 150 3.4499 0.0122 151 3.4621 0.0122 152 3.4742 0.0122 153 3.4863 0.0121 154 3.4984 0.0121 155 3.5104 0.0120 156 3.5224 0.0120 157 3.5344 0.0120 158 3.5463 0.0119 159 3.5582 0.0119 160 3.5701 0.0119 161 3.5819 0.0118 162 3.5937 0.0118 163 3.6055 0.0118 164 3.6172 0.0117 165 3.6289 0.0117 166 3.6406 0.0117 167 3.6522 0.0116 168 3.6638 0.0116 169 3.6753 0.0116 OOPW- 170 3.6869 0.0115 171 3.6984 0.0115 I%wl 172 3.7098 0.0115 173 3.7212 0.0114 174 3.7326 0.0114 175 3.7440 0.0114 176 3.7554 0.0113 177 3.7667 0.0113 178 3.7780 0.0113 179 3.7892 0.0113 180 3.8004 0.0112 181 3.8116 0.0112 182 3.8228 0.0112 183 3.8339 0.0111 184 3.8450 0.0111 185 3.8561 0.0111 186 3.8671 0.0110 187 3.8782 0.0110 188 3.8892 0.0110 189 3.9001 0.0110 190 3.9111 0.0109 191 3.9220 0.0109 192 3.9329 0.0109 193 3.9437 0.0109 194 3.9546 0.0108 195 3.9654 0.0108 196 3.9761 0.0108 197 3.9869 0.0108 198 3.9976 0.0107 ' 199 4.0083 0.0107 200 4.0190 0.0107 201 4.0297 0.0107 202 4.0403 0.0106 203 4.0509 0.0106 204 4.0615 0.0106 205 4.0720 0.0106 206 4.0826 0.0105 207 4.0931 0.0105 208 4.1036 0.0105 209 4.1140 0.0105 210 4.1245 0.0104 211 4.1349 0.0104 212 4.1453 0.0104 213 4.1556 0.0104 214 4.1660 0.0103 215 4.1763 0.0103 216 4.1866 0.0103 217 4.1969 0.0103 218 4.2071 0.0103 219 4.2174 0.0102 220 4.2276 0.0102 221 4.2378 0.0102 222 4.2479 0.0102 223 4.2581 0.0101 224 4.2682 0.0101 225 4.2783 0.0101 226 4.2884 0.0101 227 4.2984 0.0101 228 4.3085 0.0100 ,%No,. 229 4.3185 0.0100 230 4.3285 0.0100 231 4.3385 0.0100 232 4.3484 0.0100 233 4.3584 0.0099 234 4.3683 0.0099 235 4.3782 0.0099 236 4.3881 0.0099 237 4.3979 0.0099 238 4.4078 0.0098 239 4.4176 0.0098 240 4.4274 0.0098 241 4.4372 0.0098 242 4.4469 0.0098 243 4.4567 0.0097 244 4.4664 0.0097 245 4.4761 0.0097 246 4.4858 0.0097 247 4.4955 0.0097 248 4.5051 0.0097 249 4.5148 0.0096 250 4.5244 0.0096 251 4.5340 0.0096 252 4.5436 0.0096 253 4.5531 0.0096 254 4.5627 0.0095 255 4.5722 0.0095 256 4.5817 0.0095 257 4.5912 0.0095 258 4.6007 0.0095 259 4.6101 0.0095 260 4.6196 0.0094 261 4.6290 0.0094 262 4.6384 0.0094 263 4.6478 0.0094 264 4.6571 0.0094 265 4.6665 0.0094 266 4.6758 0.0093 267 4.6852 0.0093 268 4.6945 0.0093 269 4.7038 0.0093 270 4.7130 0.0093 271 4.7223 0.0093 272 4.7315 0.0092 273 4.7408 0.0092 274 4.7500 0.0092 275 4.7592 0.0092 276 4.7683 0.0092 277 4.7775 0.0092 278 4.7866 0.0091 279 4.7958 0.0091 280 4.8049 0.0091 281 4.8140 0.0091 282 4.8231 0.0091 ,r 283 4.8321 0.0091 284 4.8412 0.0091 285 4.8502 0.0090 rr� 286 4.8593 0.0090 287 4.8683 0.0090 288 4.8773 0.0090 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0090 0.0018 0.0072 2 0.0090 0.0018 0.0072 3 0.0090 0.0019 0.0072 4 0.0091 0.0019 0.0072 5 0.0091 0.0019 0.0072 6 0.0091 0.0019 0.0072 7 0.0091 0.0019 0.0073 8 0.0091 0.0019 0.0073 9 0.0092 0.0019 0.0073 10 0.0092 0.0019 0.0073 11 0.0092 0.0019 0.0073 12 0.0092 0.0019 0.0073 13 0.0093 0.0019 0.0074 14 0.0093 0.0019 0.0074 15 0.0093 0.0019 0.0074 16 0.0093 0.0019 0.0074 17 0.0094 0.0019 0.0074 18 0.0094 0.0019 0.0075 19 0.0094 0.0019 0.0075 20 0.0094 0.0019 0.0075 21 0.0095 0.0019 0.0075 22 0.0095 0.0019 0.0075 23 0.0095 0.0020 0.0076 24 0.0095 0.0020 0.0076 25 0.0096 0.0020 0.0076 26 0.0096 0.0020 0.0076 27 0.0096 0.0020 0.0077 28 0.0097 0.0020 0.0077 29 0.0097 0.0020 0.0077 30 0.0097 0.0020 0.0077 31 0.0097 0.0020 0.0077 32 0.0098 0.0020 0.0078 33 0.0098 0.0020 0.0078 34 0.0098 0.0020 0.0078 35 0.0099 0.0020 0.0078 36 0.0099 0.0020 0.0079 37 0.0099 0.0020 0.0079 38 0.0099 0.0020 0.0079 39 0.0100 0.0020 0.0079 40 0.0100 0.0021 0.0079 41 0.0100 0.0021 0.0080 42 0.0101 0.0021 0.0080 43 0.0101 0.0021 0.0080 44 0.0101 0.0021 0.0080 45 0.0102 0.0021 0.0081 46 0.0102 0.0021 0.0081 'i�rr 47 0.0102 0.0021 0.0081 48 0.0103 0.0021 0.0082 49 0.0103 0.0021 0.0082 50 0.0103 0.0021 0.0082 51 0.0104 0.0021 0.0082 52 0.0104 0.0021 0.0083 53 0.0104 0.0021 0.0083 54 0.0105 0.0021 0.0083 55 0.0105 0.0022 0.0084 56 0.0105 0.0022 0.0084 57 0.0106 0.0022 0.0084 58 0.0106 0.0022 0.0084 59 0.0107 0.0022 0.0085 60 0.0107 0.0022 0.0085 61 0.0107 0.0022 0.0085 62 0.0108 0.0022 0.0085 63 0.0108 0.0022 0.0086 64 0.0108 0.0022 0.0086 65 0.0109 0.0022 0.0087 66 0.0109 0.0022 0.0087 67 0.0110 0.0023 0.0087 68 0.0110 0.0023 0.0087 69 0.0110 0.0023 0.0088 70 0.0111 0.0023 0.0088 71 0.0111 0.0023 0.0088 72 0.0112 0.0023 0.0089 73 0.0112 0.0023 0.0089 74 0.0113 0.0023 0.0089 75 0.0113 0.0023 0.0090 .w* 76 0.0113 0.0023 0.0090 77 0.0114 0.0023 0.0091 78 0.0114 0.0023 0.0091 79 0.0115 0.0024 0.0091 80 0.0115 0.0024 0.0092 81 0.0116 0.0024 0.0092 82 0.0116 0.0024 0.0092 83 0.0117 0.0024 0.0093 84 0.0117 0.0024 0.0093 85 0.0118 0.0024 0.0094 86 0.0118 0.0024 0.0094 87 0.0119 0.0024 0.0095 88 0.0119 0.0024 0.0095 89 0.0120 0.0025 0.0095 90 0.0120 0.0025 0.0096 91 0.0121 0.0025 0.0096 92 0.0122 0.0025 0.0097 93 0.0122 0.0025 0.0097 94 0.0123 0.0025 0.0097 95 0.0123 0.0025 0.0098 96 0.0124 0.0025 0.0098 97 0.0125 0.0026 0.0099 98 0.0125 0.0026 0.0099 99 0.0126 0.0026 0.0100 100 0.0126 0.0026 0.0100 101 0.0127 0.0026 0.0101 102 0.0128 0.0026 0.0101 " 103 0.0128 0.0026 0.0102 + 104 0.0129 0.0026 0.0102 105 0.0130 0.0027 0.0103 106 0.0130 0.0027 0.0104 *MOW 107 0.0131 0.0027 0.0104 108 0.0132 0.0027 0.0105 109 0.0133 0.0027 0.0105 110 0.0133 0.0027 0.0106 ill 0.0134 0.0028 0.0107 112 0.0135 0.0028 0.0107 113 0.0136 0.0028 0.0108 114 0.0136 0.0028 0.0108 115 0.0137 0.0028 0.0109 116 0.0138 0.0028 0.0110 117 0.0139 0.0029 0.0111 118 0.0140 0.0029 0.0111 119 0.0141 0.0029 0.0112 120 0.0142 0.0029 0.0112 121 0.0143 0.0029 0.0113 122 0.0143 0.0029 0.0114 123 0.0145 0.0030 0.0115 124 0.0145 0.0030 0.0115 125 0.0147 0.0030 0.0117 126 0.0147 0.0030 0.0117 127 0.0149 0.0031 0.0118 128 0.0149 0.0031 0.0119 129 0.0151 0.0031 0.0120 130 0.0152 0.0031 0.0121 131 0.0153 0.0031 0.0122 132 0.0154 0.0032 0.0122 133 0.0156 0.0032 0.0124 134 0.0156 0.0032 0.0124 135 0.0158 0.0032 0.0126 136 0.0159 0.0033 0.0126 137 0.0161 0.0033 0.0128 138 0.0162 0.0033 0.0128 139 0.0163 0.0034 0.0130 140 0.0164 0.0034 0.0131 141 0.0166 0.0034 0.0132 142 0.0167 0.0034 0.0133 143 0.0170 0.0035 0.0135 144 0.0171 0.0035 0.0136 145 0.0174 0.0036 0.0138 146 0.0175 0.0036 0.0139 147 0.0178 0.0036 0.0141 148 0.0179 0.0037 0.0142 149 0.0181 0.0037 0.0144 150 0.0183 0.0038 0.0145 151 0.0185 0.0038 0.0147 152 0.0187 0.0038 0.0149 153 0.0190 0.0039 0.0151 154 0.0191 0.0039 0.0152 155 0.0194 0.0040 0.0154 156 0.0196 0.0040 0.0156 157 0.0199 0.0041 0.0158 158 0.0201 0.0041 0.0160 159 0.0205 0.0042 0.0163 r 160 0.0207 0.0042 0.0164 161 0.0211 0.0043 0.0167 162 0.0213 0.0044 0.0169 163 0.0217 0.0045 0.0173 164 0.0220 0.0045 0.0174 165 0.0224 0.0046 0.0178 166 0.0227 0.0047 0.0180 167 0.0232 0.0048 0.0185 168 0.0235 0.0048 0.0187 169 0.0248 0.0051 0.0197 170 0.0251 0.0052 0.0200 171 0.0258 0.0053 0.0205 172 0.0262 0.0054 0.0208 173 0.0270 0.0055 0.0214 174 0.0274 0.0056 0.0218 175 0.0283 0.0058 0.0225 176 0.0288 0.0059 0.0229 177 0.0299 0.0061 0.0237 178 0.0304 0.0062 0.0242 179 0.0317 0.0065 0.0252 180 0.0325 0.0067 0.0258 181 0.0341 0.0070 0.0271 182 0.0350 0.0072 0.0278 183 0.0371 0.0076 0.0295 184 0.0383 0.0079 0.0305 185 0.0301 0.0062 0.0240 186 0.0318 0.0065 0.0253 187 0.0361 0.0074 0.0287 188 0.0390 0.0080 0.0310 189 0.0470 0.0096 0.0373 190 0.0530 0.0109 0.0421 191 0.0758 0.0138 0.0620 192 0.1042 0.0138 0.0904 193 0.3261 0.0138 0.3124 194 0.0617 0.0127 0.0491 195 0.0425 0.0087 0.0338 196 0.0338 0.0069 0.0269 197 0.0397 0.0081 0.0315 198 0.0360 0.0074 0.0286 199 0.0333 0.0068 0.0264 200 0.0311 0.0064 0.0247 201 0.0293 0.0060 0.0233 202 0.0278 0.0057 0.0221 203 0.0266 0.0054 0.0211 204 0.0255 0.0052 0.0202 205 0.0238 0.0049 0.0189 206 0.0230 0.0047 0.0182 207 0.0222 0.0046 0.0176 208 0.0215 0.0044 0.0171 209 0.0209 0.0043 0.0166 210 0.0203 0.0042 0.0161 211 0.0198 0.0041 0.0157 212 0.0193 0.0040 0.0153 213 0.0188 0.0039 0.0150 214 0.0184 0.0038 0.0146 215 0.0180 0.0037 0.0143 216 0.0177 0.0036 0.0140 217 0.0172 0.0035 0.0136 218 0.0168 0.0035 0.0134 219 0.0165 0.0034 0.0131 220 0.0163 0.0033 0.0129 221 0.0160 0.0033 0.0127 222 0.0157 0.0032 0.0125 223 0.0155 0.0032 0.0123 224 0.0152 0.0031 0.0121 225 0.0150 0.0031 0.0119 226 0.0148 0.0030 0.0118 227 0.0146 0.0030 0.0116 228 0.0144 0.0030 0.0114 229 0.0142 0.0029 0.0113 230 0.0140 0.0029 0.0112 231 0.0139 0.0028 0.0110 232 0.0137 0.0028 0.0109 233 0.0135 0.0028 0.0108 234 0.0134 0.0027 0.0106 235 0.0132 0.0027 0.0105 236 0.0131 0.0027 0.0104 237 0.0129 0.0027 0.0103 238 0.0128 0.0026 0.0102 239 0.0127 0.0026 0.0101 240 0.0125 0.0026 0.0100 241 0.0124 0.0025 0.0099 242 0.0123 0.0025 0.0098 243 0.0122 0.0025 0.0097 244 0.0121 0.0025 0.0096 245 0.0120 0.0025 0.0095 246 0.0119 0.0024 0.0094 247 0.0118 0.0024 0.0093 248 0.0117 0.0024 0.0093 249 0.0116 0.0024 0.0092 250 0.0115 0.0024 0.0091 251 0.0114 0.0023 0.0090 252 0.0113 0.0023 0.0090 253 0.0112 0.0023 0.0089 254 0.0111 0.0023 0.0088 255 0.0110 0.0023 0.0088 256 0.0109 0.0022 0.0087 257 0.0109 0.0022 0.0086 258 0.0108 0.0022 0.0086 259 0.0107 0.0022 0.0085 260 0.0106 0.0022 0.0084 261 0.0106 0.0022 0.0084 262 0.0105 0.0022 0.0083 263 0.0104 0.0021 0.0083 264 0.0103 0.0021 0.0082 265 0.0103 0.0021 0.0082 266 0.0102 0.0021 0.0081 267 0.0101 0.0021 0.0081 268 0.0101 0.0021 0.0080 269 0.0100 0.0021 0.0080 270 0.0100 0.0020 0.0079 271 0.0099 0.0020 0.0079 272 0.0098 0.0020 0.0078 273 0.0098 0.0020 0.0078 274 0.0097 0.0020 0.0077 275 0.0097 0.0020 0.0077 276 0.0096 0.0020 0.0076 0 150.0 300.0 450.0 600.0 0+ 5 0.0043 277 0.0096 0.0020 0.0076 ` 278 0.0095 0.0020 0.0076 279 0.0095 0.0019 0.0075 280 0.0094 0.0019 0.0075 281 0.0094 0.0019 0.0074 282 0.0093 0.0019 0.0074 283 0.0093 0.0019 0.0074 284 0.0092 0.0019 0.0073 285 0.0092 0.0019 0.0073 286 0.0091 0.0019 0.0072 287 0.0091 0.0019 0.0072 288 -------------------------------------------------------------------- 0.0090 0.0019 0.0072 -------------------------------------------------------------------- Total soil rain loss = 0.94(In) Total effective rainfall = 3.94(In) Peak flow rate in flood hydrograph = 598.13(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) 0 150.0 300.0 450.0 600.0 0+ 5 0.0043 0.62 Q +' 0+10 0.0229 2.70 Q 0+15 0.0692 6.73 Q 0+20 0.1612 13.35 Q 0+25 0.3152 22.37 VQ 0+30 0.5052 27.58 VQ 0+35 0.7181 30.92 V Q 0+40 0.9462 33.12 V Q 0+45 1.1854 34.72 V Q 0+50 1.4323 35.86 V Q 0+55 1.6848 36.67 V Q 1+ 0 1.9418 37.31 V Q 1+ 5 2.2027 37.89 V Q 1+10 2.4670 38.37 V Q 1+15 2.7339 38.75 V Q 1+20 3.0028 39.04 V Q 1+25 3.2733 39.27 V Q 1+30 3.5449 39.44 V Q 1+35 3.8177 39.61 IVQ I 1+40 4.0915 39.76 IVQ 1+45 4.3665 39.92 IVQ I 1+50 4.6423 40.06 IVQ I 1+55 4.9192 40.20 IVQ I 2+ 0 5.1971 40.35 IVQ I 2+ 5 5.4760 40.50 IVQ I 2+10 5.7558 40.63 IVQ I 2+15 6.0366 40.76 IVQ I 2+20 6.3181 40.89 IVQ I *Yrr 2+25 6.6006 41.01 I VQ I 2+30 6.8838 41.12 NVQ 2+35 7.1678 41.24 (VQ ►'` 2+40 7.4527 41.36 Q 2+45 7.7383 41.48 Q 2+50 8.0247 41.59 I Q 2+55 8.3120 41.71 Q 3+ 0 8.6001 41.83 Q 3+ 5 8.8891 41.96 Q 3+10 9.1789 42.08 Q 3+15 9.4695 42.20 Q 3+20 9.7610 42.33 Q 3+25 10.0534 42.46 Q 3+30 10.3467 42.58 Q 3+35 10.6409 42.71 Q 3+40 10.9359 42.84 Q 3+45 11.2319 42.97 QV 3+50 11.5288 43.10 QV 3+55 11.8266 43.24 QV 4+ 0 12.1253 43.37 ( QV 4+ 5 12.4250 43.51 QV 4+10 12.7256 43.65 QV 4+15 13.0272 43.79 QV 4+20 13.3297 43.93 QV 4+25 13.6332 44.07 I QV 4+30 13.9377 44.22 QV 4+35 14.2433 44.36 QV 4+40 14.5498 44.51 QV 4+45 14.8574 44.66 Q V 4+50 15.1659 44.80 Q V 4+55 15.4756 44.96 Q V 5+ 0 15.7862 45.11 QV 5+ 5 16.0980 45.27 QV 5+10 16.4108 45.42 QV 5+15 16.7247 45.58 QV 5+20 17.0397 45.74 ( QV 5+25 17.3558 45.90 QV 5+30 17.6731 46.06 QV 5+35 17.9914 46.23 QV 5+40 18.3110 46.39 QV 5+45 18.6317 46.57 I Q V 5+50 18.9535 46.73 Q V 5+55 19.2766 46.91 Q V 6+ 0 19.6009 47.08 I Q V 6+ 5 19.9263 47.26 Q V 6+10 20.2531 47.44 Q V 6+15 20.5810 47.62 Q V 6+20 20.9102 47.80 Q V 6+25 21.2408 47.99 Q V 6+30 21.5725 48.18 Q V 6+35 21.9057 48.37 Q V 6+40 22.2401 48.56 Q V 6+45 22.5759 48.76 I Q V 6+50 22.9130 48.95 Q V 6+55 23.2515 49.15 Q V 7+ 0 23.5914 49.35 7+ 5 23.9327 49.56 Q V `+' 7+10 24.2755 49.77 I Q V 7+15 24.6197 49.98 I Q V ^40,wl 7+20 24.9653 50.19 I Q V **4rr' 7+25 25.3125 50.41 I Q V 7+30 25.6612 50.62 I Q V 7+35 26.0114 50.85 I Q V 7+40 26.3631 51.07 ( Q V 7+45 26.7164 51.30 I Q V 7+50 27.0714 51.53 I Q V 7+55 27.4279 51.77 I Q V 8+ 0 27.7861 52.01 I Q V 8+ 5 28.1459 52.25 I Q V 8+10 28.5075 52.49 I Q V 8+15 28.8707 52.75 I Q V 8+20 29.2357 53.00 I Q V 8+25 29.6025 53.26 I Q V 8+30 29.9710 53.51 I Q V 8+35 30.3414 53.78 I Q V 8+40 30.7137 54.05 I Q V 8+45 31.0878 54.32 I Q V 8+50 31.4638 54.60 I Q V 8+55 31.8418 54.88 I Q V 9+ 0 32.2217 55.17 I Q V 9+ 5 32.6037 55.46 I Q V 9+10 32.9876 55.75 I Q VI 9+15 33.3737 56.06 I Q VI 9+20 33.7619 56.36 I Q VI 9+25 34.1522 56.68 I Q VI 9+30 34.5447 56.99 I Q VI 9+35 34.9395 57.32 I Q VI 9+40 35.3364 57.64 I Q VI 9+45 35.7357 57.98 I Q VI 9+50 36.1374 58.32 I Q VI 9+55 36.5414 58.67 I Q VI 10+ 0 36.9479 59.02 Q V 10+ 5 37.3568 59.38 ( Q V 10+10 37.7683 59.74 Q V 10+15 38.1824 60.12 Q V 10+20 38.5991 60.50 Q V 10+25 39.0185 60.90 Q V 10+30 39.4405 61.29 Q V 10+35 39.8655 61.70 Q V 10+40 40.2932 62.11 Q V 10+45 40.7240 62.54 I Q IV 10+50 41.1576 62.97 I Q IV 10+55 41.5943 63.41 I Q IV 11+ 0 42.0341 63.86 I Q IV 11+ 5 42.4772 64.33 I Q IV 11+10 42.9234 64.80 I Q IV 11+15 43.3731 65.29 I Q IV 11+20 43.8261 65.77 I Q IV 11+25 44.2826 66.29 Q I V 11+30 44.7427 66.80 Q I V 11+35 45.2065 67.34 Q I V 11+40 45.6740 67.88 Q I V 11+45 46.1454 68.45 Q I V 11+50 46.6208 69.02 Q I V irr� 11+55 47.1003 69.62 Q I V Lai 12+ 0 47.5839 70.22 Q I V 12+ 5 48.0719 70.86 Q I V 12+10 48.5645 71.53 Q I V 12+15 49.0622 72.26 Q ( V 12+20 49.5652 73.03 Q I V 12+25 50.0740 73.89 Q I V 12+30 50.5883 74.68 Q I V 12+35 51.1082 75.48 Q I V 12+40 51.6335 76.27 Q V 12+45 52.1645 77.10 Q I V 12+50 52.7012 77.93 Q V 12+55 53.2439 78.80 Q V 13+ 0 53.7926 79.68 Q V 13+ 5 54.3478 80.61 Q V 13+10 54.9094 81.54 Q V 13+15 55.4779 82.54 I Q V 13+20 56.0533 83.55 Q V 13+25 56.6361 84.63 Q V 13+30 57.2265 85.72 Q V 13+35 57.8248 86.89 Q V 13+40 58.4314 88.07 Q V 13+45 59.0467 89.35 Q I V 13+50 59.6709 90.64 Q V 13+55 60.3048 92.04 Q V 14+ 0 60.9485 93.46 ( Q V 14+ 5 61.6032 95.05 Q V 14+10 62.2697 96.79 Q V 14+15 62.9502 98.81 Q V 14+20 63.6462 101.06 Q V 14+25 64.3601 103.66 Q V 14+30 65.0903 106.02 Q V 14+35 65.8371 108.44 Q V 14+40 66.6005 110.85 Q V 14+45 67.3818 113.45 Q V 14+50 68.1816 116.12 Q V 14+55 69.0016 119.07 Q V 15+ 0 69.8428 122.15 Q I VI 15+ 5 70.7079 125.61 Q I VI 15+10 71.5982 129.27 I Q I VI 15+15 72.5172 133.44 I Q I VI 15+20 73.4670 137.92 I QI V 15+25 74.4474 142.35 I QI V 15+30 75.4495 145.51 I QI V 15+35 76.4643 147.35 I QI V 15+40 77.4763 146.94 I QI IV 15+45 78.4782 145.47 I QI IV 15+50 79.5162 150.73 I Q IV 15+55 80.6382 162.90 ( Q I V 16+ 0 81.9089 184.52 I I Q I V 16+ 5 83.5513 238.47 I I Q I V 16+10 85.8033 326.99 I I IQ V I 16+15 88.7830 432.65 I I I V Q 16+20 92.5002 539.73 I I I V 16+25 96.6195 598.13 I I I V 16+30 99.5929 431.74 I I I VQ 16+35 101.8896 333.48 Q V 16+40 103.7576 271.24 I I Q I V 16+45 105.3885 236.79 1 Q V 16+50 106.8148 207.11 1 Q VI 16+55 108.0827 184.09 1 Q I V) 17+ 0 109.2444 168.67 IQ I VI 17+ 5 110.3255 156.98 Q ( V 17+10 111.3298 145.83 ( QI ( V 17+15 112.2559 134.47 Q I I V 17+20 113.1129 124.43 Q I I V 17+25 113.9102 115.77 Q I ( IV 17+30 114.6586 108.67 ( Q IV 17+35 115.3764 104.23 Q (V 17+40 116.0669 100.25 Q IV 17+45 116.7328 96.70 Q IV 17+50 117.3746 93.19 Q V 17+55 117.9984 90.58 Q V 18+ 0 118.6069 88.35 Q V 18+ 5 119.1980 85.83 Q ( ( V 18+10 119.7700 83.04 Q ( V 18+15 120.3265 80.81 ( Q I V 18+20 120.8674 78.55 Q V 18+25 121.3949 76.59 I Q I V 18+30 121.9084 74.56 Q V 18+35 122.4113 73.02 ( Q I V 18+40 122.9045 71.61 Q V 18+45 123.3885 70.29 Q I V 18+50 123.8640 69.04 Q V 18+55 124.3315 67.87 I Q ( I V 19+ 0 124.7913 66.77 I Q I ( V 19+ 5 125.2439 65.72 Q ( V 19+10 125.6896 64.72 Q V 19+15 126.1288 63.77 Q ( V 19+20 126.5618 62.87 Q V 19+25 126.9888 62.00 Q ( V 19+30 127.4101 61.18 Q V 19+35 127.8260 60.39 ( Q V 19+40 128.2367 59.63 Q V 19+45 128.6424 58.90 Q ( V 19+50 129.0432 58.20 Q V 19+55 129.4394 57.52 Q V 20+ 0 129.8310 56.87 I Q V 20+ 5 130.2184 56.24 I Q I I V 20+10 130.6016 55.64 Q V 20+15 130.9807 55.05 Q V 20+20 131.3559 54.48 Q V 20+25 131.7273 53.93 Q ( V 20+30 132.0951 53.40 Q V 20+35 132.4593 52.88 Q V 20+40 132.8201 52.38 Q V 20+45 133.1775 51.90 Q I V 20+50 133.5317 51.43 Q V 20+55 133.8827 50.97 Q ( V 21+ 0 134.2307 50.52 Q I V 21+ 5 134.5756 50.09 Q I V 21+10 134.9176 49.66 Q ( V 21+15 135.2569 49.25 Q V 21+20 135.5933 48.85 Q V ✓ 21+25 135.9271 48.46 Q V 21+30 136.2582 48.08 Q V 21+35 136.5868 47.71 I Q I V 21+40 136.9128 47.35 I Q V 21+45 137.2365 46.99 I Q V 21+50 137.5577 46.64 I Q I V 21+55 137.8766 46.31 I Q V 22+ 0 138.1933 45.98 I Q V 22+ 5 138.5077 45.65 I Q ( V 22+10 138.8199 45.34 I Q V 22+15 139.1300 45.03 I Q V 22+20 139.4380 44.72 I Q ( V 22+25 139.7440 44.43 I Q V 22+30 140.0480 44.14 I Q V 22+35 140.3500 43.85 I Q I ( V 22+40 140.6501 43.57 I Q V 22+45 140.9483 43.30 I Q V 22+50 141.2446 43.03 I Q ( V 22+55 141.5392 42.77 I Q ( I V 23+ 0 141.8319 42.51 I Q ( V 23+ 5 142.1229 42.26 Q � � � V 23+10 142.4122 42.01 23+15 142.6999 41.76 I Q ( V 23+20 142.9858 41.52 I Q I VI 23+25 143.2702 41.29 I Q VI 23+30 143.5530 41.06 I Q VI 23+35 143.8342 40.83I 23+40 144.1138 40.61 Q I I I VVI I 23+45 144.3920 40.39 I Q VI 23+50 144.6686 40.17 I Q I I I VI 23+55 144.9438 39.96 ( I I 24+ 0 145.2176 39.75 i Q I I VI I I 24+ 5 145.4857 38.92 I Q I I I VI 24+10 145.7380 36.65 I Q I I I VI 24+15 145.9615 32.45 I Q I I I VI 24+20 146.1384 25.69 IQ I I I VI 24+25 146.2527 16.59 IQ I I I VI 24+30 146.3308 11.35 Q I I ( VI 24+35 146.3861 8.02 Q I I I VI 24+40 146.4265 5.86 Q I I I VI 24+45 146.4562 4.32 Q I I I VI 24+50 146.4786 3.25 Q I I I VI 24+55 146.4959 2.52 Q I I ( VI 25+ 0 146.5093 1.94 Q I I I VI 25+ 5 146.5193 1.46 Q I I I VI 25+10 146.5267 1.07 Q ( I I VI 25+15 146.5320 0.78 Q I I I VI 25+20 146.5360 0.58 Q I I I VI 25+25 146.5391 0.45 Q I I I VI 25+30 146.5418 0.38 Q ( I ( VI 25+35 146.5440 0.32 Q I I I VI 25+40 146.5458 0.26 Q ( ( I VI 25+45 146.5473 0.21 Q I I ( VI 25+50 146.5485 0.18 Q I ( I VI 25+55 146.5495 0.15 Q I I I VI 26+ 0 146.5502 0.10 Q I I ( VI 26+ 5 146.5507 0.06 Q V �" 26+10 146.5509 0.04 Q I I I VI 26+15 146.5511 0. 02 Q ( ( V� 26+20 146.5512 0.01 Q V ----------------------------------------------------------------------- cm LN, m L, '"'" OOW_ U n i t H y d r o g r a p h A n a l Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/10/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Valley Trails Developed Condition 25 Year Storm Event Storm Event Year = 25 Antecedent Moisture Condition = 3 4001" English (in -lb) Input Units Used V4.1+ 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 25 446.70 1 1.08 -------------------------------------------------------------------- Rainfall data for year 25 446.70 6 2.72 -------------------------------------------------------------------- Rainfall data for year 25 446.70 24 5.71 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm aot", No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) y%w 78.0 92.8 252.80 0.566 0.140 1.000 0.140 56.0 75.8 5.20 0.012 0.440 0.100 0.044 56.0 75.8 20.00 0.045 0.440 0.600 0.264 56.0 75.8 22.30 0.050 0.440 0.850 0.374 56.0 75.8 22.70 0.051 0.440 0.600 0.264 56.0 75.8 43.20 0.097 0.440 0.500 0.220 56.0 75.8 21.80 0.049 0.440 0.400 0.176 56.0 75.8 48.40 0.108 0.440 0.200 0.088 56.0 75.8 10.30 0.023 0.440 0.200 0.088 Area-averaged adjusted loss rate Fm (In/Hr) = 0.165 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 252.80 0.566 78.0 92.8 0.78 0.854 0.52 0.001 56.0 75.8 3.19 0.545 4.68 0.010 98.0 98.0 0.20 0.958 12.00 0.027 56.0 75.8 3.19 0.545 8.00 0.018 98.0 98.0 0.20 0.958 18.96 0.042 56.0 75.8 3.19 0.545 3.35 0.007 98.0 98.0 0.20 0.958 13.62 0.030 56.0 75.8 3.19 0.545 9.08 0.020 98.0 98.0 0.20 0.958 21.60 0.048 56.0 75.8 3.19 0.545 21.60 0.048 98.0 98.0 0.20 0.958 8.72 0.020 56.0 75.8 3.19 0.545 13.08 0.029 98.0 98.0 0.20 0.958 9.68 0.022 56.0 75.8 3.19 0.545 38.72 0.087 98.0 98.0 0.20 0.958 2.06 0.005 56.0 75.8 3.19 0.545 8.24 0.018 98.0 98.0 0.20 0.958 Area-averaged catchment yield fraction, Y = 0.818 Area-averaged low loss fraction, Yb = 0.182 User entry of time of concentration = 0.411 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 446.70(Ac.) Catchment Lag time = 0.329 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 25.3447 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.165(In/Hr) Average low loss rate fraction (Yb) = 0.182 (decimal) VALLEY DEVELOPED S-Graph proportion = 0.440 VALLEY UNDEVELOPED S-Graph proportion = 0.000 FOOTHILL S-Graph proportion = 0.560 MOUNTAIN S-Graph proportion = 0.000 iy,�,. DESERT S-Graph proportion = 0.000 Computed peak 5 -minute rainfall = 0.400(In) Computed peak 30 -minute rainfall = 0.818(In) Specified peak 1 -hour rainfall = 1.080(In) Computed peak 3 -hour rainfall = 1.903(In) Specified peak 6 -hour rainfall = 2.720(In) Specified peak 24-hour rainfall = 5.710(In) Rainfall depth area reduction factors: Using a total area of 446.70(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.979 Adjusted rainfall = 0.391(In) 30 -minute factor = 0.979 Adjusted rainfall = 0.801(In) 1 -hour factor = 0.979 Adjusted rainfall = 1.057(In) 3 -hour factor = 0.997 Adjusted rainfall = 1.898(In) 6 -hour factor = 0.999 Adjusted rainfall = 2.716(In) 24-hour factor = --------------------------------------------------------------------- 0.999 Adjusted rainfall = 5.707(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 = 5402.28 (CFS)) 1 1.666 90.024 2 7.356 307.352 3 18.369 594.956 4 37.054 1009.407 5 59.978 1238.453 6 72.652 684.692 7 80.863 443.576 8 86.096 282.687 9 89.803 200.239 10 92.350 137.637 11 94.084 93.640 12 95.499 76.457 13 96.684 64.017 14 97.659 52.675 15 98.260 32.489 16 98.706 24.093 17 98.946 12.956 18 99.116 9.155 19 99.266 8.105 20 99.406 7.554 21 99.506 5.413 22 99.592 4.669 23 99.699 5.757 24 99.809 5.971 25 99.879 3.763 26 99.934 2.971 27 99.968 1.854 28 °"■` 100.000 1.716 --------------------------------------------------------------------- ,, Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 'o� 1 0.3913 0.3913 I,,, 2 0.5164 0.1250 3 0.6073 0.0909 4 0.6814 0.0741 5 0.7450 0.0636 6 0.8013 0.0564 7 0.8523 0.0510 8 0.8991 0.0468 9 0.9424 0.0434 10 0.9830 0.0406 11 1.0212 0.0382 12 1.0574 0.0362 13 1.1034 0.0460 14 1.1478 0.0444 15 1.1908 0.0429 16 1.2324 0.0416 17 1.2728 0.0404 18 1.3121 0.0393 19 1.3504 0.0383 20 1.3878 0.0374 21 1.4243 0.0365 22 1.4601 0.0357 23 1.4950 0.0350 24 1.5293 0.0343 25 1.5629 0.0336 26 1.5959 0.0330 27 1.6282 0.0324 28 1.6601 0.0318 29 1.6914 0.0313 30 1.7222 0.0308 31 1.7525 0.0303 32 1.7824 0.0299 33 1.8118 0.0294 34 1.8408 0.0290 35 1.8695 0.0286 36 1.8977 0.0282 37 1.9248 0.0271 38 1.9515 0.0267 39 1.9779 0.0264 40 2.0040 0.0261 41 2.0298 0.0258 42 2.0553 0.0255 43 2.0804 0.0252 44 2.1053 0.0249 45 2.1299 0.0246 46 2.1543 0.0244 47 2.1784 0.0241 48 2.2022 0.0239 49 2.2259 0.0236 50 2.2492 0.0234 51 2.2724 0.0232 52 2.2953 0.0229 53 2.3181 0.0227 54 2.3406 0.0225 55 2.3629 0.0223 56 2.3851 0.0221 57 2.4070 0.0219 58 2.4288 0.0218 59 2.4503 0.0216 60 2.4717 0.0214 61 2.4929 0.0212 62 2.5140 0.0211 63 2.5349 0.0209 64 2.5556 0.0207 65 2.5762 0.0206 66 2.5966 0.0204 67 2.6169 0.0203 68 2.6371 0.0201 69 2.6571 0.0200 70 2.6769 0.0199 71 2.6966 0.0197 72 2.7162 0.0196 73 2.7363 0.0201 74 2.7564 0.0200 75 2.7762 0.0199 76 2.7960 0.0198 77 2.8156 0.0196 78 2.8352 0.0195 79 2.8546 0.0194 80 2.8739 0.0193 81 2.8931 0.0192 82 2.9121 0.0191 83 2.9311 0.0190 84 2.9500 0.0189 85 2.9687 0.0188 86 2.9874 0.0187 87 3.0059 0.0186 88 3.0244 0.0185 89 3.0427 0.0184 90 3.0610 0.0183 91 3.0792 0.0182 92 3.0972 0.0181 93 3.1152 0.0180 94 3.1331 0.0179 95 3.1509 0.0178 96 3.1686 0.0177 97 3.1863 0.0176 98 3.2038 0.0175 99 3.2213 0.0175 100 3.2387 0.0174 101 3.2560 0.0173 102 3.2732 0.0172 103 3.2904 0.0171 104 3.3074 0.0171 105 3.3244 0.0170 106 3.3413 0.0169 107 3.3582 0.0168 108 3.3750 0.0168 109 3.3916 0.0167 110 3.4083 0.0166 111 3.4248 0.0166 112 3.4413 0.0165 113 3.4577 0.0164 114 3.4741 0.0164 115 3.4904 0.0163 116 3.5066 0.0162 117 3.5228 0.0162 118 3.5389 0.0161 119 3.5549 0.0160 120 3.5709 0.0160 121 3.5868 0.0159 122 3.6026 0.0158 123 3.6184 0.0158 124 3.6341 0.0157 125 3.6498 0.0157 126 3.6654 0.0156 127 3.6809 0.0156 128 3.6964 0.0155 129 3.7119 0.0154 130 3.7273 0.0154 131 3.7426 0.0153 132 3.7579 0.0153 133 3.7731 0.0152 134 3.7882 0.0152 135 3.8034 0.0151 136 3.8184 0.0151 137 3.8334 0.0150 138 3.8484 0.0150 139 3.8633 0.0149 140 3.8782 0.0149 141 3.8930 0.0148 142 3.9077 0.0148 .�,. 143 3.9224 0.0147 144 3.9371 0.0147 145 3.9517 0.0146 146 3.9663 0.0146 147 3.9808 0.0145 148 3.9953 0.0145 149 4.0097 0.0144 150 4.0241 0.0144 151 4.0385 0.0143 152 4.0528 0.0143 153 4.0670 0.0143 154 4.0813 0.0142 155 4.0954 0.0142 156 4.1096 0.0141 157 4.1236 0.0141 158 4.1377 0.0140 159 4.1517 0.0140 160 4.1657 0.0140 161 4.1796 0.0139 162 4.1935 0.0139 163 4.2073 0.0138 164 4.2211 0.0138 165 4.2349 0.0138 166 4.2486 0.0137 167 4.2623 0.0137 168 4.2759 0.0136 169 4.2895 0.0136 170 4.3031 0.0136 171 4.3167 0.0135 172 4.3302 0.0135 ate, 173 4.3436 0.0135 174 4.3571 0.0134 175 4.3704 0.0134 176 4.3838 0.0134 177 4.3971 0.0133 178 4.4104 0.0133 179 4.4237 0.0133 180 4.4369 0.0132 181 4.4501 0.0132 182 4.4632 0.0132 183 4.4763 0.0131 184 4.4894 0.0131 185 4.5025 0.0131 186 4.5155 0.0130 187 4.5285 0.0130 188 4.5414 0.0130 189 4.5543 0.0129 190 4.5672 0.0129 191 4.5801 0.0129 192 4.5929 0.0128 193 4.6057 0.0128 194 4.6185 0.0128 195 4.6312 0.0127 196 4.6439 0.0127 197 4.6566 0.0127 198 4.6692 0.0126 199 4.6818 0.0126 200 4.6944 0.0126 201 4.7070 0.0126 202 4.7195 0.0125 203 4.7320 0.0125 204 4.7445 0.0125 205 4.7569 0.0124 206 4.7693 0.0124 207 4.7817 0.0124 208 4.7941 0.0124 209 4.8064 0.0123 210 4.8187 0.0123 211 4.8310 0.0123 212 4.8432 0.0122 213 4.8555 0.0122 214 4.8677 0.0122 215 4.8798 0.0122 216 4.8920 0.0121 217 4.9041 0.0121 218 4.9162 0.0121 219 4.9282 0.0121 220 4.9403 0.0120 221 4.9523 0.0120 222 4.9643 0.0120 223 4.9762 0.0120 224 4.9882 0.0119 225 5.0001 0.0119 226 5.0120 0.0119 227 5.0238 0.0119 228 5.0357 0.0118 229 5.0475 0.0118 230 5.0593 0.0118 231 5.0711 0.0118 232 5.0828 0.0117 233 5.0945 0.0117 234 5.1062 0.0117 235 5.1179 0.0117 236 5.1295 0.0117 237 5.1412 0.0116 238 5.1528 0.0116 239 5.1644 0.0116 240 5.1759 0.0116 241 5.1875 0.0115 242 5.1990 0.0115 243 5.2105 0.0115 244 5.2220 0.0115 245 5.2334 0.0115 246 5.2448 0.0114 247 5.2562 0.0114 248 5.2676 0.0114 249 5.2790 0.0114 250 5.2903 0.0113 251 5.3017 0.0113 252 5.3130 0.0113 253 5.3242 0.0113 254 5.3355 0.0113 255 5.3467 0.0112 256 5.3580 0.0112 ,. 257 5.3692 0.0112 258 5.3803 0.0112 259 5.3915 0.0112 260 5.4026 0.0111 261 5.4137 0.0111 262 5.4248 0.0111 263 5.4359 0.0111 264 5.4470 0.0111 265 5.4580 0.0110 266 5.4690 0.0110 267 5.4800 0.0110 268 5.4910 0.0110 269 5.5020 0.0110 270 5.5129 0.0109 271 5.5239 0.0109 272 5.5348 0.0109 273 5.5457 0.0109 274 5.5565 0.0109 275 5.5674 0.0109 276 5.5782 0.0108 277 5.5890 0.0108 278 5.5998 0.0108 279 5.6106 0.0108 280 5.6214 0.0108 281 5.6321 0.0107 282 5.6428 0.0107 283 5.6535 0.0107 ,,, 284 5.6642 0.0107 285 5.6749 0.0107 286 5.6856 0.0107 287 5.6962 0.0106 288 5.7068 0.0106 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0106 0.0019 0.0087 2 0.0106 0.0019 0.0087 3 0.0107 0.0019 0.0087 4 0.0107 0.0019 0.0087 5 0.0107 0.0019 0.0088 6 0.0107 0.0020 0.0088 7 0.0108 0.0020 0.0088 8 0.0108 0.0020 0.0088 9 0.0108 0.0020 0.0089 10 0.0109 0.0020 0.0089 11 0.0109 0.0020 0.0089 12 0.0109 0.0020 0.0089 13 0.0109 0.0020 0.0090 14 0.0110 0.0020 0.0090 15 0.0110 0.0020 0.0090 16 0.0110 0.0020 0.0090 17 0.0111 0.0020 0.0091 18 0.0111 0.0020 0.0091 19 0.0111 0.0020 0.0091 20 0.0111 0.0020 0.0091 21 0.0112 0.0020 0.0091 22 0.0112 0.0020 0.0092 23 0.0112 0.0020 0.0092 24 0.0113 0.0020 0.0092 25 0.0113 0.0021 0.0092 26 0.0113 0.0021 0.0093 27 0.0114 0.0021 0.0093 28 0.0114 0.0021 0.0093 29 0.0114 0.0021 0.0094 30 0.0115 0.0021 0.0094 31 0.0115 0.0021 0.0094 32 0.0115 0.0021 0.0094 33 0.0116 0.0021 0.0095 34 0.0116 0.0021 0.0095 35 0.0116 0.0021 0.0095 36 0.0117 0.0021 0.0095 37 0.0117 0.0021 0.0096 38 0.0117 0.0021 0.0096 39 0.0118 0.0021 0.0096 40 0.0118 0.0021 0.0097 41 0.0118 0.0021 0.0097 42 0.0119 0.0022 0.0097 43 0.0119 0.0022 0.0098 44 0.0119 0.0022 0.0098 45 0.0120 0.0022 0.0098 46 0.0120 0.0022 0.0098 47 0.0121 0.0022 0.0099 48 0.0121 0.0022 0.0099 49 0.0121 0.0022 0.0099 50 0.0122 0.0022 0.0100 51 0.0122 0.0022 0.0100 52 0.0122 0.0022 0.0100 53 0.0123 0.0022 0.0101 54 0.0123 0.0022 0.0101 55 0.0124 0.0022 0.0101 56 0.0124 0.0023 0.0102 57 0.0125 0.0023 0.0102 58 0.0125 0.0023 0.0102 59 0.0126 0.0023 0.0103 60 0.0126 0.0023 0.0103 61 0.0126 0.0023 0.0103 62 0.0127 0.0023 0.0104 63 0.0127 0.0023 0.0104 64 0.0128 0.0023 0.0104 65 0.0128 0.0023 0.0105 66 0.0129 0.0023 0.0105 67 0.0129 0.0023 0.0106 68 0.0130 0.0024 0.0106 69 0.0130 0.0024 0.0107 70 0.0131 0.0024 0.0107 71 0.0131 0.0024 0.0107 72 0.0132 0.0024 0.0108 73 0.0132 0.0024 0.0108 74 0.0133 0.0024 0.0108 75 0.0133 0.0024 0.0109 76 0.0134 0.0024 0.0109 77 0.0134 0.0024 0.0110 78 0.0135 0.0024 0.0110 79 0.0135 0.0025 0.0111 80 0.0136 0.0025 0.0111 81 0.0136 0.0025 0.0112 82 0.0137 0.0025 0.0112 83 0.0138 0.0025 0.0113 84 0.0138 0.0025 0.0113 85 0.0139 0.0025 0.0114 86 0.0139 0.0025 0.0114 87 0.0140 0.0025 0.0115 88 0.0140 0.0026 0.0115 89 0.0141 0.0026 0.0116 90 0.0142 0.0026 0.0116 91 0.0143 0.0026 0.0117 92 0.0143 0.0026 0.0117 93 0.0144 0.0026 0.0118 94 0.0144 0.0026 0.0118 95 0.0145 0.0026 0.0119 96 0.0146 0.0026 0.0119 97 0.0147 0.0027 0.0120 98 0.0147 0.0027 0.0120 99 0.0148 0.0027 0.0121 100 0.0149 0.0027 0.0122 101 0.0150 0.0027 0.0122 102 0.0150 0.0027 0.0123 103 0.0151 0.0027 0.0124 104 0.0152 0.0028 0.0124 105 0.0153 0.0028 0.0125 106 0.0153 0.0028 0.0125 107 0.0154 0.0028 0.0126 r 108 0.0155 0.0028 0.0127 109 0.0156 0.0028 0.0128 110 0.0157 0.0028 0.0128 111 0.0158 0.0029 0.0129 112 0.0158 0.0029 0.0130 113 0.0160 0.0029 0.0131 114 0.0160 0.0029 0.0131 115 0.0162 0.0029 0.0132 116 0.0162 0.0029 0.0133 117 0.0164 0.0030 0.0134 118 0.0164 0.0030 0.0134 119 0.0166 0.0030 0.0136 120 0.0166 0.0030 0.0136 121 0.0168 0.0030 0.0137 122 0.0168 0.0031 0.0138 123 0.0170 0.0031 0.0139 124 0.0171 0.0031 0.0140 125 0.0172 0.0031 0.0141 126 0.0173 0.0031 0.0142 127 0.0175 0.0032 0.0143 128 0.0175 0.0032 0.0144 129 0.0177 0.0032 0.0145 130 0.0178 0.0032 0.0146 131 0.0180 0.0033 0.0147 132 0.0181 0.0033 0.0148 133 0.0183 0.0033 0.0149 134 0.0184 0.0033 0.0150 135 0.0186 0.0034 0.0152 136 0.0187 0.0034 0.0153 137 0.0189 0.0034 0.0154 138 0.0190 0.0034 0.0155 139 0.0192 0.0035 0.0157 140 0.0193 0.0035 0.0158 141 0.0195 0.0035 0.0160 142 0.0196 0.0036 0.0161 143 0.0199 0.0036 0.0163 144 0.0200 0.0036 0.0164 145 0.0196 0.0036 0.0160 146 0.0197 0.0036 0.0161 147 0.0200 0.0036 0.0164 148 0.0201 0.0037 0.0165 149 0.0204 0.0037 0.0167 150 0.0206 0.0037 0.0168 151 0.0209 0.0038 0.0171 152 0.0211 0.0038 0.0172 153 0.0214 0.0039 0.0175 154 0.0216 0.0039 0.0177 155 0.0219 0.0040 0.0180 156 0.0221 0.0040 0.0181 157 0.0225 0.0041 0.0184 158 0.0227 0.0041 0.0186 159 0.0232 0.0042 0.0190 160 0.0234 0.0042 0.0191 161 0.0239 0.0043 0.0195 mare 162 0.0241 0.0044 0.0197 163 0.0246 0.0045 0.0201 164 0.0249 0.0045 0.0204 w 165 0.0255 0.0046 0.0208 166 0.0258 0.0047 0.0211 167 0.0264 0.0048 0.0216 168 0.0267 0.0049 0.0219 169 0.0282 0.0051 0.0231 170 0.0286 0.0052 0.0234 171 0.0294 0.0053 0.0241 172 0.0299 0.0054 0.0244 173 0.0308 0.0056 0.0252 174 0.0313 0.0057 0.0256 175 0.0324 0.0059 0.0265 176 0.0330 0.0060 0.0270 177 0.0343 0.0062 0.0280 178 0.0350 0.0063 0.0286 179 0.0365 0.0066 0.0299 180 0.0374 0.0068 0.0306 181 0.0393 0.0071 0.0322 182 0.0404 0.0073 0.0331 183 0.0429 0.0078 0.0351 184 0.0444 0.0081 0.0363 185 0.0362 0.0066 0.0296 186 0.0382 0.0069 0.0313 187 0.0434 0.0079 0.0355 188 0.0468 0.0085 0.0383 189 0.0564 0.0102 0.0461 190 0.0636 0.0116 0.0521 191 0.0909 0.0138 0.0772 tirrr 192 0.1250 0.0138 0.1113 193 0.3913 0.0138 0.3776 194 0.0741 0.0134 0.0606 195 0.0510 0.0093 0.0417 196 0.0406 0.0074 0.0332 197 0.0460 0.0084 0.0377 198 0.0416 0.0076 0.0341 199 0.0383 0.0070 0.0314 200 0.0357 0.0065 0.0292 201 0.0336 0.0061 0.0275 202 0.0318 0.0058 0.0261 203 0.0303 0.0055 0.0248 204 0.0290 0.0053 0.0238 205 0.0271 0.0049 0.0222 206 0.0261 0.0047 0.0213 207 0.0252 0.0046 0.0206 208 0.0244 0.0044 0.0199 209 0.0236 0.0043 0.0193 210 0.0229 0.0042 0.0188 211 0.0223 0.0041 0.0183 212 0.0218 0.0039 0.0178 213 0.0212 0.0039 0.0174 214 0.0207 0.0038 0.0170 215 0.0203 0.0037 0.0166 216 0.0199 0.0036 0.0162 217 0.0201 0.0037 0.0165 218 0.0198 0.0036 0.0162 +Lrr 219 0.0194 0.0035 0.0159 220 0.0191 0.0035 0.0156 221 0.0188 0.0034 0.0154 r. 222 0.0185 0.0034 0.0151 223 0.0182 0.0033 0.0149 224 0.0179 0.0032 0.0146 225 0.0176 0.0032 0.0144 226 0.0174 0.0032 0.0142 227 0.0171 0.0031 0.0140 228 0.0169 0.0031 0.0138 229 0.0167 0.0030 0.0137 230 0.0165 0.0030 0.0135 231 0.0163 0.0030 0.0133 232 0.0161 0.0029 0.0132 233 0.0159 0.0029 0.0130 234 0.0157 0.0029 0.0129 235 0.0156 0.0028 0.0127 236 0.0154 0.0028 0.0126 237 0.0152 0.0028 0.0125 238 0.0151 0.0027 0.0123 239 0.0149 0.0027 0.0122 240 0.0148 0.0027 0.0121 241 0.0146 0.0027 0.0120 242 0.0145 0.0026 0.0119 243 0.0143 0.0026 0.0117 244 0.0142 0.0026 0.0116 245 0.0141 0.0026 0.0115 246 0.0140 0.0025 0.0114 247 0.0138 0.0025 0.0113 ' 248 0.0137 0.0025 0.0112 249 0.0136 0.0025 0.0111 250 0.0135 0.0025 0.0110 251 0.0134 0.0024 0.0110 252 0.0133 0.0024 0.0109 253 0.0132 0.0024 0.0108 254 0.0131 0.0024 0.0107 255 0.0130 0.0024 0.0106 256 0.0129 0.0023 0.0105 257 0.0128 0.0023 0.0105 258 0.0127 0.0023 0.0104 259 0.0126 0.0023 0.0103 260 0.0125 0.0023 0.0103 261 0.0124 0.0023 0.0102 262 0.0124 0.0022 0.0101 263 0.0123 0.0022 0.0100 264 0.0122 0.0022 0.0100 265 0.0121 0.0022 0.0099 266 0.0120 0.0022 0.0099 267 0.0120 0.0022 0.0098 268 0.0119 0.0022 0.0097 269 0.0118 0.0021 0.0097 270 0.0117 0.0021 0.0096 271 0.0117 0.0021 0.0096 272 0.0116 0.0021 0.0095 273 0.0115 0.0021 0.0094 274 0.0115 0.0021 0.0094 275 0.0114 0.0021 0.0093 276 0.0113 0.0021 0.0093 277 0.0113 0.0020 0.0092 278 0.0112 0.0020 0.0092 279 0.0112 0.0020 0.0091 280 0.0111 0.0020 0.0091 281 0.0110 0.0020 0.0090 282 0.0110 0.0020 0.0090 283 0.0109 0.0020 0.0089 284 0.0109 0.0020 0.0089 285 0.0108 0.0020 0.0089 286 0.0108 0.0020 0.0088 287 0.0107 0.0019 0.0088 288 -------------------------------------------------------------------- 0.0107 0.0019 0.0087 -------------------------------------------------------------------- Total soil rain loss = 0.97(In) Total effective rainfall = 4.74(In) Peak flow rate in flood hydrograph = 720.33(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) 0 200.0 400.0 600.0 800.0. 0+ 5 0.0054 0.78 Q 0+10 0.0292 3.46 Q `ram. 0+15 0.0886 8.63 Q 0+20 0.2087 17.43 Q 0+25 0.4031 28.23 VQ 0+30 0.6389 34.25 VQ 0+35 0.9019 38.18 VQ 0+40 1.1824 40.73 V Q 0+45 1.4757 42.57 V Q 0+50 1.7778 43.88 V Q 0+55 2.0864 44.80 V Q 1+ 0 2.4002 45.57 V Q 1+ 5 2.7187 46.25 V Q 1+10 3.0412 46.82 V Q 1+15 3.3664 47.22 V Q 1+20 3.6939 47.55 V Q 1+25 4.0230 47.79 V Q 1+30 4.3535 47.99 V Q 1+35 4.6854 48.19 IVQ 1+40 5.0186 48.38 IVQ 1+45 5.3530 48.55 IVQ I 1+50 5.6885 48.72 IVQ I 1+55 6.0253 48.90 IVQ I 2+ 0 6.3633 49.08 IVQ I 2+ 5 6.7025 49.25 IVQ I 2+10 7.0427 49.41 IVQ I 2+15 7.3840 49.56 IVQ I I 2+20 7.7264 49.71 IVQ I I 2+25 8.0697 49.84 IVQ I 2+30 8.4139 49.98 IVQ I 2+35 8.7591 50.12 IVQ 2+40 9.1052 50.26 Q ++ 2+45 9.4523 50.40 Q 2+50 9.8005 50.55 Q 2+55 10.1496 50.69 Q 3+ 0 10.4997 50.83 Q 3+ 5 10.8508 50.98 Q 3+10 11.2029 51.13 Q 3+15 11.5561 51.28 Q 3+20 11.9103 51.43 Q 3+25 12.2656 51.58 Q 3+30 12.6219 51.74 Q 3+35 12.9793 51.89 Q 3+40 13.3377 52.05 QV 3+45 13.6973 52.21 QV 3+50 14.0580 52.37 QV 3+55 14.4197 52.53 ( QV 4+ 0 14.7826 52.69 QV 4+ 5 15.1466 52.86 QV 4+10 15.5118 53.02 ( QV 4+15 15.8781 53.19 QV 4+20 16.2456 53.36 QV 4+25 16.6143 53.53 QV 4+30 16.9841 53.70 QV 4+35 17.3552 53.88 QV 4+40 17.7275 54.05 Q V 4+45 18.1010 54.23 Q V 4+50 18.4757 54.41 Q V 4+55 18.8517 54.60 I Q V r 5+ 0 19.2290 54.78 Q V 5+ 5 19.6076 54.97 Q V 5+10 19.9874 55.15 Q V 5+15 20.3686 55.34 Q V 5+20 20.7510 55.53 Q V 5+25 21.1349 55.73 Q V 5+30 21.5200 55.93 Q V 5+35 21.9066 56.13 Q V 5+40 22.2945 56.32 I Q V 5+45 22.6838 56.53 ( Q V 5+50 23.0745 56.73 Q V 5+55 23.4667 56.94 I Q V 6+ 0 23.8603 57.15 Q V 6+ 5 24.2554 57.37 Q V 6+10 24.6519 57.58 Q V 6+15 25.0500 57.80 Q V 6+20 25.4496 58.02 Q V 6+25 25.8507 58.24 Q V 6+30 26.2534 58.47 Q V 6+35 26.6576 58.70 Q V 6+40 27.0635 58.93 Q V 6+45 27.4709 59.16 Q V 6+50 27.8800 59.40 Q V 6+55 28.2908 59.64 Q V 7+ 0 28.7032 59.88 Q V 7+ 5 29.1173 60.13 Q V 7+10 29.5331 60.38 Q V 7+15 29.9507 60.64 I Q V 7+20 30.3701 60.89 I Q V 7+25 30.7912 61.15 I Q V 7+30 31.2142 61.41 Q V 7+35 31.6390 61.68 I Q V 7+40 32.0657 61.95 I Q V 7+45 32.4942 62.23 I Q V 7+50 32.9247 62.50 I Q V 7+55 33.3571 62.79 I Q V 8+ 0 33.7915 63.07 I Q V 8+ 5 34.2279 63.37 I Q V 8+10 34.6664 63.66 I Q V 8+15 35.1069 63.96 I Q V 8+20 35.5494 64.26 I Q V 8+25 35.9942 64.57 I Q V 8+30 36.4410 64.88 I Q V 8+35 36.8901 65.21 I Q V 8+40 37.3414 65.53 ( Q V 8+45 37.7949 65.86 I Q V 8+50 38.2508 66.19 I Q V 8+55 38.7090 66.53 I Q V 9+ 0 39.1695 66.87 I Q V 9+ 5 39.6325 67.22 I Q V 9+10 40.0979 67.58 Q VI 9+15 40.5658 67.94 Q VI 9+20 41.0362 68.31 I Q VI 9+25 41.5093 68.68 I Q VI 9+30 41.9849 69.06 I Q VI 9+35 42.4632 69.45 I Q VI 9+40 42.9442 69.84 I Q VI 9+45 43.4280 70.25 ( Q VI 9+50 43.9147 70.65 I Q VI 9+55 44.4042 71.08 I Q V 10+ 0 44.8966 71.50 ( Q V 10+ 5 45.3920 71.93 I Q V 10+10 45.8904 72.37 I Q V 10+15 46.3920 72.83 I Q V 10+20 46.8966 73.28 I Q V 10+25 47.4046 73.75 I Q V 10+30 47.9158 74.23 I Q V 10+35 48.4304 74.72 I Q V 10+40 48.9484 75.21 I Q IV 10+45 49.4699 75.73 I Q IV 10+50 49.9950 76.24 I Q IV 10+55 50.5237 76.78 I Q IV 11+ 0 51.0562 77.31 I Q IV 11+ 5 51.5925 77.88 I Q IV 11+10 52.1327 78.44 I Q IV 11+15 52.6770 79.02 I Q IV 11+20 53.2253 79.61 I Q I V 11+25 53.7778 80.23 I Q I V 11+30 54.3346 80.85 I Q I V 11+35 54.8959 81.50 I Q I V 11+40 55.4616 82.14 I Q I V 11+45 56.0320 82.83 I Q I V 11+50 56.6072 83.51 I Q I V loom. 11+55 57.1872 84.23 I Q I V �w� 12+ 0 57.7723 84.95 ( Q I V 12+ 5 58.3622 85.66 Q I V 12+10 58.9562 86.24 Q I V ,. 12+15 59.5534 86.71 I Q V 12+20 60.1522 86.95 Q I V 12+25 60.7521 87.11 Q I V 12+30 61.3553 87.58 Q I V 12+35 61.9631 88.24 Q V 12+40 62.5760 89.00 Q V 12+45 63.1949 89.86 12+50 63.8200 90.76 i QQ i V 12+55 64.4519 91.75 Q V 13+ 0 65.0907 92.76 Q V 13+ 5 65.7369 93.84 Q I V 13+10 66.3908 94.94 13+15 67.0528 96.12 i QQ i V 13+20 67.7231 97.33 QQ 13+25 68.4023 98.62 i i V 13+30 69.0906 99.94 Q V 13+35 69.7886 101.35 13+40 70.4965 102.79 i QQ i V 13+45 71.2150 104.33 Q V 13+50 71.9444 105.91 Q V 13+55 72.6855 107.60 Q V 14+ 0 73.4385 109.34 Q V 14+ 5 74.2049 111.28 Q V 14+10 74.9860 113.41 14+15 75.7841 115.88 i QQ i V 14+20 76.6016 118.70 Q V 14+25 77.4407 121.85 r 14+30 78.2998 124.73 i QQ i V 14+35 79.1791 127.68 Q V 14+40 80.0789 130.64 14+45 81.0006 133.83 Q V 14+50 81.9450 137.13 14+55 82.9143 140.75 QQ 15+ 0 83.9101 144.58 i i VI 15+ 5 84.9352 148.84 Q I VI 15+10 85.9918 153.42 Q I VI 15+15 87.0838 158.57 Q I VI 15+20 88.2146 164.19 Q I V 15+25 89.3839 169.78 Q I V 15+30 90.5825 174.03 I Q I V 15+35 91.8002 176.81 I Q I V 15+40 93.0183 176.88 I Q I IV 15+45 94.2375 177.02 I Q I IV 15+50 95.5129 185.18 I QI IV 15+55 96.9000 201.41 I Q IV 16+ 0 98.4823 229.75 I IQ I V 16+ 5 100.5376 298.43 I I Q I V 16+10 103.3782 412.46 I I Q V I 16+15 107.1418 546.47 I I I V Q 16+20 111.8629 685.50 I I I V I Q 16+25 116.8238 720.33 I I ( V I Q 16+30 120.3500 512.00 I I I Q V 16+35 123.0985 399.08 I I QI V I 16+40 125.3260 323.44 I I Q I V I r 16+45 127.2594 280.73 I I Q I V I 16+50 128.9456 244.84 I Q VI 4010, 16+55 130.4422 217.30 Q VI Nkmrr 17+ 0 131.8177 199.73 QI VI 17+ 5 133.0913 184.93 I QI I V 17+10 134.2699 171.12 I Q I I V 17+15 135.3420 155.67 I Q I I V 17+20 136.3377 144.58 I Q I I V 17+25 137.2599 133.90 I Q I I IV 17+30 138.1333 126.82 I Q I I IV 17+35 138.9694 121.40 I Q I I IV 17+40 139.7733 116.73 I Q I I IV 17+45 140.5454 112.10 I Q I I IV 17+50 141.2916 108.35 I Q I I I V 17+55 142.0178 105.44 I Q I I I V 18+ 0 142.7232 102.43 I Q ( I I V 18+ 5 143.4048 98.96 Q I I I V 18+10 144.0676 96.24 Q I I I V 18+15 144.7136 93.81 Q I I I V 18+20 145.3477 92.07I VV 18+25 145.9689 90.19 Q ( I ( 18+30 146.5797 88.69 I Q I I I V 18+35 147.1802 87.19 I Q I I' I V 18+40 147.7706 85.72 ( Q I I I V 18+45 148.3511 84.29 I Q I I I V 18+50 148.9221 82.92 I Q I I I V 18+55 149.4841 81.60 I Q I I I V 19+ 0 150.0374 80.34 I Q I I I V 19+ 5 150.5824 79.14 I Q I I I V 19+10 151.1195 77.99 I Q I I I V 19+15 151.6490 76.89 I Q I I I V 19+20 152.1713 75.83 I Q I I I V 19+25 152.6866 74.82 I Q I I I V 19+30 153.1952 73.84 I Q I I I V 19+35 153.6973 72.91 I Q I I I V 19+40 154.1932 72.01 I Q I I I V 19+45 154.6832 71.15 I Q I I I V 19+50 155.1675 70.32 I Q I I I V 19+55 155.6462 69.51 I Q ( I I V 20+ 0 156.1197 68.74 I Q I I I V 20+ 5 156.5880 68.00 I Q I I I V 20+10 157.0513 67.27 I Q I I I V 20+15 157.5098 66.58 I Q I I I V 20+20 157.9637 65.90 I Q I I I V 20+25 158.4130 65.25 I Q I I I V 20+30 158.8580 64.61 I Q I I I V 20+35 159.2987 63.99 I Q I I I V 20+40 159.7353 63.40 I Q I I I V 20+45 160.1680 62.82 I Q I I I V 20+50 160.5967 62.25 I Q I I I V 20+55 161.0217 61.70 I Q I I I V 21+ 0 161.4430 61.17 I Q I I I V 21+ 5 161.8607 60.65 I Q I I I V 21+10 162.2749 60.15 I Q I ( I V 21+15 162.6858 59.66 I Q I I I V 21+20 163.0933 59.18 I Q I I I V 21+25 163.4977 58.71 I Q I I I V wr• 21+30 163.8989 58.25 I Q ( I I V 21+35 164.2970 57.81 I Q I I V 21+40 164.6922 57.38 I Q I V 21+45 165.0844 56.95 I Q I V 21+50 165.4738 56.54 I Q I V 21+55 165.8603 56.13 I Q V 22+ 0 166.2442 55.74 I Q I ( V 22+ 5 166.6254 55.35 I Q V 22+10 167.0040 54.97 I Q V 22+15 167.3800 54.60 I Q I V 22+20 167.7535 54.24 I Q I V 22+25 168.1246 53.88 I Q V 22+30 168.4933 53.53 I Q V 22+35 168.8596 53.19 I Q V 22+40 169.2236 52.86 I Q V 22+45 169.5854 52.53 I Q V 22+50 169.9450 52.21 I Q V 22+55 170.3024 51.89 I Q I ( V 23+ 0 170.6576 51.58 I Q V 23+ 5 171.0108 51.28 I Q I V 23+10 171.3619 50.98 I Q I V 23+15 171.7110 50.69 I Q V 23+20 172.0581 50.40 I Q VI 23+25 172.4033 50.12 I Q VI 23+30 172.7465 49.84-Q I I VI 23+35 173.0879 49.57 I Q I I I VI 23+40 173.4275 49.30 I Q I I I VI 23+45 173.7652 49.04 I Q I I I VI 23+50 174.1011 48.78 I Q I I I VI 23+55 174.4353 48.52 I Q ( I I VI �1i11✓ 24+ 0 174. 7678 48.27 I Q I I I VI 24+ 5 175.0931 47.25 I Q I I I VI 24+10 175.3985 44.34 I Q I I I VI 24+15 175.6668 38.95 IQ I I ( VI 24+20 175.8734 30.00 IQ I I I VI 24+25 176.0050 19.10 Q I I I VI 24+30 176.0950 13.07 Q I I I VI 24+35 176.1580 9.15 Q I I I VI 24+40 176.2038 6.65 Q I I I VI 24+45 176.2374 4.88 Q I I I VI 24+50 176.2626 3.66 Q I I I VI 24+55 176.2821 2.83 Q I VI 25+ 0 176.2970 2.15 Q I I I VI 25+ 5 176.3079 1.59 Q I I I VI 25+10 176.3156 1.12 Q I I I VI 25+15 176.3214 0.83 Q I I I VI 25+20 176.3256 0.62 Q I I I VI 25+25 176.3291 0.51 Q I I I VI 25+30 176.3320 0.42 Q I I I VI 25+35 176.3345 0.35 Q I I I VI 25+40 176.3364 0.28 Q I I I VI 25+45 176.3380 0.24 Q I I I VI 25+50 176.3394 0.19 Q I I I VI 25+55 176.3404 0.14 Q I I I VI 26+ 0 176.3410 0.09 Q I I I VI 26+ 5 176.3414 0.06 Q I I I VI 26+10 176.3416 0.03 Q I I I VI ``'err 26+15 176.3417 0.01 Q I I I V 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 - 2004, Version 7.0 Study date 07/10/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Valley Trails Developed Condition 100 Year Storm Event Storm Event Year = 100 Antecedent Moisture Condition = 3 '"K_ 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 10 446.70 1 1.30 -------------------------------------------------------------------- Rainfall data for year 10 446.70 6 3.40 -------------------------------------------------------------------- Rainfall data for year 10 446.70 24 7.50 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** 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) 78.0 92.8 252.80 0.566 0.140 1.000 0.140 56.0 75.8 5.20 0.012 0.440 0.100 0.044 00%, 56.0 75.8 20.00 0.045 0.440 0.600 0.264 56.0 75.8 22.30 0.050 0.440 0.850 0.374 56.0 75.8 22.70 0.051 0.440 0.600 0.264 56.0 75.8 43.20 0.097 0.440 0.500 0.220 56.0 75.8 21.80 0.049 0.440 0.400 0.176 56.0 75.8 48.40 0.108 0.440 0.200 0.088 56.0 75.8 10.30 0.023 0.440 0.200 0.088 Area-averaged adjusted loss rate Fm (In/Hr) = 0.165 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 252.80 0.566 78.0 92.8 0.78 0.886 0.52 0.001 56.0 75.8 3.19 0.624 4.68 0.010 98.0 98.0 0.20 0.968 12.00 0.027 56.0 75.8 3.19 0.624 8.00 0.018 98.0 98.0 0.20 0.968 18.96 0.042 56.0 75.8 3.19 0.624 3.35 0.007 98.0 98.0 0.20 0.968 13.62 0.030 56.0 75.8 3.19 0.624 9.08 0.020 98.0 98.0 0.20 0.968 21.60 0.048 56.0 75.8 3.19 0.624 21.60 0.048 98.0 98.0 0.20 0.968 8.72 0.020 56.0 75.8 3.19 0.624 13.08 0.029 98.0 98.0 0.20 0.968 9.68 0.022 56.0 75.8 3.19 0.624 38.72 0.087 98.0 98.0 0.20 0.968 2.06 0.005 56.0 75.8 3.19 0.624 8.24 0.018 98.0 98.0 0.20 0.968 Area-averaged catchment yield fraction, Y = 0.854 Area-averaged low loss fraction, Yb = 0.146 User entry of time of concentration = 0.399 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 446.70(Ac.) Catchment Lag time = 0.319 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 26.1069 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.165(In/Hr) Average low loss rate fraction (Yb) = 0.146 (decimal) VALLEY DEVELOPED S-Graph proportion = 0.440 VALLEY UNDEVELOPED S-Graph proportion = 0.000 FOOTHILL S-Graph proportion = 0.560 MOUNTAIN S-Graph proportion = 0.000 ,. DESERT S-Graph proportion = 0.000 A"11, Computed peak 5 -minute rainfall = 0.481(In) `*,,,. Computed peak 30 -minute rainfall = 0.985(In) Specified peak 1 -hour rainfall = 1.300(In) Computed peak 3 -hour rainfall = 2.344(In) Specified peak 6 -hour rainfall = 3.400(In) Specified peak 24-hour rainfall = 7.500(In) Rainfall depth area reduction factors: Using a total area of 446.70(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.979 Adjusted rainfall = 0.471(In) 30 -minute factor = 0.979 Adjusted rainfall = 0.965(In) 1 -hour factor = 0.979 Adjusted rainfall = 1.273(In) 3 -hour factor = 0.997 Adjusted rainfall = 2.338(In) 6 -hour factor = 0.999 Adjusted rainfall = 3.395(In) 24-hour factor = --------------------------------------------------------------------- 0.999 Adjusted rainfall = 7.496(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- `w- Peak Unit Adjusted mass rainfall Unit rainfall °1440w, Number .(In) ( In) (K = 5402.28 (CFS)) 1 1.728 93.356 +* 2 7.749 325.241 3 19.435 631.339 4 39.729 1096.333 5 62.176 1212.625 6 74.171 648.021 7 82.058 426.084 8 87.063 270.400 9 90.537 187.680 10 92.906 127.936 11 94.554 89.079 12 95.934 74.517 13 97.069 61.321 14 97.917 45.820 15 98.476 30.197 16 98.843 19.835 17 99.031 10.131 18 99.198 9.018 19 99.345 7.942 20 99.470 6.762 21 99.558 4.775 22 99.659 5.426 23 99.776 6.314 24 99.862 4.684 25 99.921 3.151 26 99.962 2.216 27 100.000 2.074 --------------------------------------------------------------------- `w- Peak Unit Adjusted mass rainfall Unit rainfall °1440w, Number .(In) ( In) 1 0.4711 0.4711 2 0.6216 0.1505 3 0.7310 0.1094 4 0.8202 0.0892 5 0.8967 0.0766 6 0.9646 0.0678 7 1.0259 0.0613 8 1.0822 0.0563 9 1.1344 0.0522 10 1.1833 0.0488 11 1.2292 0.0460 12 1.2728 0.0435 13 1.3304 0.0576 14 1.3861 0.0557 15 1.4401 0.0539 16 1.4924 0.0524 17 1.5434 0.0509 18 1.5930 0.0496 19 1.6413 0.0484 20 1.6886 0.0473 21 1.7348 0.0462 22 1.7801 0.0452 23 1.8244 0.0443 24 1.8679 0.0435 25 1.9106 0.0427 26 1.9525 0.0419 27 1.9937 0.0412 28 2.0342 0.0405 29 2.0741 0.0399 30 2.1134 0.0393 31 2.1521 0.0387 32 2.1902 0.0381 33 2.2279 0.0376 34 2.2650 0.0371 35 2.3016 0.0366 36 2.3378 0.0362 37 2.3725 0.0347 38 2.4068 0.0343 39 2.4407 0.0339 40 2.4742 0.0335 41 2.5073 0.0331 42 2.5401 0.0327 43 2.5724 0.0324 44 2.6045 0.0320 45 2.6362 0.0317 46 2.6676 0.0314 47 2.6986 0.0311 48 2.7294 0.0308 49 2.7599 0.0305 50 2.7900 0.0302 51 2.8200 0.0299 52 2.8496 0.0296 53 2.8790 0.0294 54 2.9081 0.0291 55 2.9370 0.0289 56 2.9656 0.0286 ,, 57 2.9940 0.0284 58 3.0221 0.0282 ""ft- 59 3.0501 0.0279 *fto,. 60 3.0778 0.0277 61 3.1053 0.0275 62 3.1326 0.0273 63 3.1597 0.0271 64 3.1866 0.0269 65 3.2133 0.0267 66 3.2399 0.0265 67 3.2662 0.0263 68 3.2924 0.0262 69 3.3183 0.0260 70 3.3441 0.0258 71 3.3698 0.0256 72 3.3953 0.0255 73 3.4221 0.0269 74 3.4488 0.0267 75 3.4754 0.0265 76 3.5018 0.0264 77 3.5280 0.0262 78 3.5541 0.0261 79 3.5801 0.0260 80 3.6059 0.0258 81 3.6316 0.0257 82 3.6571 0.0255 83 3.6825 0.0254 84 3.7078 0.0253 85 3.7330 0.0252 86 3.7580 0.0250 87 3.7829 0.0249 88 3.8077 0.0248 89 3.8323 0.0247 90 3.8569 0.0245 91 3.8813 0.0244 92 3.9056 0.0243 93 3.9298 0.0242 94 3.9539 0.0241 95 3.9779 0.0240 96 4.0017 0.0239 97 4.0255 0.0238 98 4.0491 0.0237 99 4.0727 0.0236 100 4.0961 0.0235 101 4.1195 0.0234 102 4.1428 0.0233 103 4.1659 0.0232 104 4.1890 0.0231 105 4.2119 0.0230 106 4.2348 0.0229 107 4.2576 0.0228 108 4.2803 0.0227 109 4.3029 0.0226 110 4.3254 0.0225 111 4.3478 0.0224 112 4.3701 0.0223 113 4.3924 0.0222 114 4.4145 0.0222 115 4.4366 0.0221 'tw- 116 4.4586 0.0220 117 4.4805 0.0219 118 4.5024 0.0218 119 4.5241 0.0218 120 4.5458 0.0217 121 4.5674 0.0216 122 4.5889 0.0215 123 4.6104 0.0215 124 4.6318 0.0214 125 4.6531 0.0213 126 4.6743 0.0212 127 4.6954 0.0212 128 4.7165 0.0211 129 4.7375 0.0210 130 4.7585 0.0209 131 4.7794 0.0209 132 4.8002 0.0208 133 4.8209 0.0207 134 4.8416 0.0207 135 4.8622 0.0206 136 4.8827 0.0205 137 4.9032 0.0205 138 4.9236 0.0204 139 4.9440 0.0204 140 4.9643 0.0203 141 4.9845 0.0202 142 5.0047 0.0202 143 5.0248 0.0201 144 5.0448 0.0200 145 5.0648 0.0200 146 5.0847 0.0199 147 5.1046 0.0199 148 5.1244 0.0198 149 5.1442 0.0198 150 5.1638 0.0197 151 5.1835 0.0196 152 5.2031 0.0196 153 5.2226 0.0195 154 5.2421 0.0195 155 5.2615 0.0194 156 5.2809 0.0194 157 5.3002 0.0193 158 5.3194 0.0193 159 5.3386 0.0192 160 5.3578 0.0192 161 5.3769 0.0191 162 5.3960 0.0191 163 5.4150 0.0190 164 5.4339 0.0190 165 5.4528 0.0189 166 5.4717 0.0189 167 5.4905 0.0188 168 5.5092 0.0188 169 5.5279 0.0187 170 5.5466 0.0187 v�,� 171 5.5652 0.0186 172 5.5838 0.0186 1*001' 173 5.6023 0.0185 *AMW 174 5.6208 0.0185 175 5.6392 0.0184 176 5.6576 0.0184 177 5.6759 0.0183 178 5.6942 0.0183 179 5.7125 0.0183 180 5.7307 0.0182 181 5.7489 0.0182 182 5.7670 0.0181 183 5.7851 0.0181 184 5.8031 0.0180 185 5.8211 0.0180 186 5.8391 0.0180 187 5.8570 0.0179 188 5.8749 0.0179 189 5.8927 0.0178 190 5.9105 0.0178 191 5.9282 0.0178 192 5.9459 0.0177 193 5.9636 0.0177 194 5.9812 0.0176 195 5.9988 0.0176 196 6.0164 0.0176 197 6.0339 0.0175 198 6.0514 0.0175 199 6.0688 0.0174 200 6.0862 0.0174 201 6.1036 0.0174 202 6.1209 0.0173 203 6.1382 _ 0.0173 204 6.1555 0.0173 205 6.1727 0.0172 206 6.1899 0.0172 207 6.2070 0.0171 208 6.2241 0.0171 209 6.2412 0.0171 210 6.2583 0.0170 211 6.2753 0.0170 212 6.2922 0.0170 213 6.3092 0.0169 214 6.3261 0.0169 215 6.3430 0.0169 216 6.3598 0.0168 217 6.3766 0.0168 218 6.3934 0.0168 219 6.4101 0.0167 220 6.4268 0.0167 221 6.4435 0.0167 222 6.4601 0.0166 223 6.4767 0.0166 224 6.4933 0.0166 225 6.5099 0.0165 226 6.5264 0.0165 227 6.5429 0.0165 228 6.5593 0.0165 229 6.5757 0.0164 AOM, 230 6.5921 0.0164 231 6.6085 0.0164 232 6.6248 0.0163 233 6.6411 0.0163 234 6.6574 0.0163 235 6.6736 0.0162 236 6.6898 0.0162 237 6.7060 0.0162 238 6.7221 0.0162 239 6.7383 0.0161 240 6.7544 0.0161 241 6.7704 0.0161 242 6.7865 0.0160 243 6.8025 0.0160 244 6.8184 0.0160 245 6.8344 0.0160 246 6.8503 0.0159 247 6.8662 0.0159 248 6.8821 0.0159 249 6.8979 0.0158 250 6.9137 0.0158 251 6.9295 0.0158 252 6.9453 0.0158 253 6.9610 0.0157 254 6.9767 0.0157 255 6.9924 0.0157 256 7.0080 0.0157 257 7.0237 0.0156 258 7.0393 0.0156 259 7.0548 0.0156 260 7.0704 0.0155 261 7.0859 0.0155 262 7.1014 0.0155 263 7.1169 0.0155 264 7.1323 0.0154 265 7.1477 0.0154 266 7.1631 0.0154 267 7.1785 0.0154 268 7.1939 0.0153 269 7.2092 0.0153 270 7.2245 0.0153 271 7.2398 0.0153 272 7.2550 0.0152 273 7.2702 0.0152 274 7.2854 0.0152 275 7.3006 0.0152 276 7.3158 0.0152 277 7.3309 0.0151 278 7.3460 0.0151 279 7.3611 0.0151 280 7.3761 0.0151 281 7.3912 0.0150 282 7.4062 0.0150 283 7.4212 0.0150 284 7.4362 0.0150 ,,, 285 7.4511 0.0149 286 7.4660 0.0149 287 7.4809 0.0149 ,. 288 --------------------------------------------------------------------- 7.4958 0.0149 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0149 0.0022 0.0127 2 0.0149 0.0022 0.0127 3 0.0149 0.0022 0.0128 4 0.0150 0.0022 0.0128 5 0.0150 0.0022 0.0128 6 0.0150 0.0022 0.0128 7 0.0151 0.0022 0.0129 8 0.0151 0.0022 0.0129 9 0.0152 0.0022 0.0129 10 0.0152 0.0022 0.0130 11 0.0152 0.0022 0.0130 12 0.0152 0.0022 0.0130 13 0.0153 0.0022 0.0131 14 0.0153 0.0022 0.0131 15 0.0154 0.0022 0.0131 16 0.0154 0.0022 0.0132 17 0.0154 0.0022 0.0132 18 0.0155 0.0023 0.0132 19 0.0155 0.0023 0.0133 20 0.0155 0.0023 0.0133 21 0.0156 0.0023 0.0133 '✓ 22 0.0156 0.0023 0.0134 23 0.0157 0.0023 0.0134 24 0.0157 0.0023 0.0134 25 0.0158 0.0023 0.0135 26 0.0158 0.0023 0.0135 27 0.0158 0.0023 0.0135 28 0.0159 0.0023 0.0136 29 0.0159 0.0023 0.0136 30 0.0160 0.0023 0.0136 31 0.0160 0.0023 0.0137 32 0.0160 0.0023 0.0137 33 0.0161 0.0023 0.0137 34 0.0161 0.0023 0.0138 35 0.0162 0.0024 0.0138 36 0.0162 0.0024 0.0138 37 0.0163 0.0024 0.0139 38 0.0163 0.0024 0.0139 39 0.0164 0.0024 0.0140 40 0.0164 0.0024 0.0140 41 0.0165 0.0024 0.0141 42 0.0165 0.0024 0.0141 43 0.0165 0.0024 0.0141 44 0.0166 0.0024 0.0142 45 0.0166 0.0024 0.0142 46 0.0167 0.0024 0.0142 47 0.0167 0.0024 0.0143 48 0.0168 0.0024 0.0143 ,, 49 0.0168 0.0025 0.0144 50 0.0169 0.0025 0.0144 51 0.0169 0.0025 0.0145 °�rrr 52 0.0170 0.0025 0.0145 53 0.0170 0.0025 0.0146 54 0.0171 0.0025 0.0146 55 0.0171 0.0025 0.0147 56 0.0172 0.0025 0.0147 57 0.0173 0.0025 0.0147 58 0.0173 0.0025 0.0148 59 0.0174 0.0025 0.0148 60 0.0174 0.0025 0.0149 61 0.0175 0.0025 0.0149 62 0.0175 0.0026 0.0150 63 0.0176 0.0026 0.0150 64 0.0176 0.0026 0.0151 65 0.0177 0.0026 0.0151 66 0.0178 0.0026 0.0152 67 0.0178 0.0026 0.0152 68 0.0179 0.0026 0.0153 69 0.0180 0.0026 0.0153 70 0.0180 0.0026 0.0154 71 0.0181 0.0026 0.0154 72 0.0181 0.0026 0.0155 73 0.0182 0.0027 0.0156 74 0.0183 0.0027 0.0156 75 0.0183 0.0027 0.0157 76 0.0184 0.0027 0.0157 77 0.0185 0.0027 0.0158 78 0.0185 0.0027 0.0158 79 0.0186 0.0027 0.0159 80 0.0187 0.0027 0.0159 81 0.0188 0.0027 0.0160 82 0.0188 0.0027 0.0161 83 0.0189 0.0028 0.0162 84 0.0190 0.0028 0.0162 85 0.0191 0.0028 0.0163 86 0.0191 0.0028 0.0163 87 0.0192 0.0028 0.0164 88 0.0193 0.0028 0.0165 89 0.0194 0.0028 0.0165 90 0.0194 0.0028 0.0166 91 0.0195 0.0028 0.0167 92 0.0196 0.0029 0.0167 93 0.0197 0.0029 0.0168 94 0.0198 0.0029 0.0169 95 0.0199 0.0029 0.0170 96 0.0199 0.0029 0.0170 97 0.0200 0.0029 0.0171 98 0.0201 0.0029 0.0172 99 0.0202 0.0029 0.0173 100 0.0203 0.0030 0.0173 101 0.0204 0.0030 0.0174 102 0.0205 0.0030 0.0175 103 0.0206 0.0030 0.0176 104 0.0207 0.0030 0.0177 105 0.0208 0.0030 0.0178 106 0.0209 0.0030 0.0178 107 0.0210 0.0031 0.0180 Awl 108 0.0211 0.0031 0.0180 *40,,,. 109 0.0212 0.0031 0.0181 110 0.0213 0.0031 0.0182 111 0.0215 0.0031 0.0183 112 0.0215 0.0031 0.0184 113 0.0217 0.0032 0.0185 114 0.0218 0.0032 0.0186 115 0.0219 0.0032 0.0187 116 0.0220 0.0032 0.0188 117 0.0222 0.0032 0.0189 118 0.0222 0.0032 0.0190 119 0.0224 0.0033 0.0192 120 0.0225 0.0033 0.0192 121 0.0227 0.0033 0.0194 122 0.0228 0.0033 0.0195 123 0.0230 0.0033 0.0196 124 0.0231 0.0034 0.0197 125 0.0233 0.0034 0.0199 126 0.0234 0.0034 0.0200 127 0.0236 0.0034 0.0201 128 0.0237 0.0034 0.0202 129 0.0239 0.0035 0.0204 130 0.0240 0.0035 0.0205 131 0.0242 0.0035 0.0207 132 0.0243 0.0035 0.0208 133 0.0245 0.0036 0.0210 134 0.0247 0.0036 0.0211 135 0.0249 0.0036 0.0213 ,- 136 0.0250 0.0036 0.0214 137 0.0253 0.0037 0.0216 138 0.0254 0.0037 0.0217 139 0.0257 0.0037 0.0219 140 0.0258 0.0038 0.0221 141 0.0261 0.0038 0.0223 142 0.0262 0.0038 0.0224 143 0.0265 0.0039 0.0227 144 0.0267 0.0039 0.0228 145 0.0255 0.0037 0.0218 146 0.0256 0.0037 0.0219 147 0.0260 0.0038 0.0222 148 0.0262 0.0038 0.0223 149 0.0265 0.0039 0.0227 150 0.0267 0.0039 0.0228 151 0.0271 0.0039 0.0232 152 0.0273 0.0040 0.0233 153 0.0277 0.0040 0.0237 154 0.0279 0.0041 0.0239 155 0.0284 0.0041 0.0243 156 0.0286 0.0042 0.0245 157 0.0291 0.0042 0.0249 158 0.0294 0.0043 0.0251 159 0.0299 0.0044 0.0256 160 0.0302 0.0044 0.0258 161 0.0308 0.0045 0.0263 162 0.0311 0.0045 0.0265 163 0.0317 0.0046 0.0271 164 0.0320 0.0047 0.0274 ' 165 0.0327 0.0048 0.0280 �rr►o 166 0.0331 0.0048 0.0283 167 0.0339 0.0049 0.0290 168 0.0343 0.0050 0.0293 169 0.0362 0.0053 0.0309 170 0.0366 0.0053 0.0313 171 0.0376 0.0055 0.0321 172 0.0381 0.0056 0.0326 173 0.0393 0.0057 0.0336 174 0.0399 0.0058 0.0341 175 0.0412 0.0060 0.0352 176 0.0419 0.0061 0.0358 177 0.0435 0.0063 0.0372 178 0.0443 0.0065 0.0379 179 0.0462 0.0067 0.0395 180 0.0473 0.0069 0.0404 181 0.0496 0.0072 0.0424 182 0.0509 0.0074 0.0435 183 0.0539 0.0079 0.0461 184 0.0557 0.0081 0.0476 185 0.0435 0.0063 0.0372 186 0.0460 0.0067 0.0393 187 0.0522 0.0076 0.0446 188 0.0563 0.0082 0.0481 189 0.0678 0.0099 0.0580 190 0.0766 0.0111 0.0654 191 0.1094 0.0138 0.0957 192 0.1505 0.0138 0.1368 Irw• 193 0.4711 0.0138 0.4573 194 0.0892 0.0130 0.0762 195 0.0613 0.0089 0.0524 196 0.0488 0.0071 0.0417 197 0.0576 0.0084 0.0493 198 0.0524 0.0076 0.0447 199 0.0484 0.0070 0.0413 200 0.0452 0.0066 0.0387 201 0.0427 0.0062 0.0365 202 0.0405 0.0059 0.0346 203 0.0387 0.0056 0.0331 204 0.0371 0.0054 0.0317 205 0.0347 0.0051 0.0297 206 0.0335 0.0049 0.0286 207 0.0324 0.0047 0.0277 208 0.0314 0.0046 0.0268 209 0.0305 0.0044 0.0260 210 0.0296 0.0043 0.0253 211 0.0289 0.0042 0.0247 212 0.0282 0.0041 0.0241 213 0.0275 0.0040 0.0235 214 0.0269 0.0039 0.0230 215 0.0263 0.0038 0.0225 216 0.0258 0.0038 0.0220 217 0.0269 0.0039 0.0229 218 0.0264 0.0038 0.0226 219 0.0260 0.0038 0.0222 220 0.0255 0.0037 0.0218 221 0.0252 0.0037 0.0215 222 0.0248 0.0036 0.0212 �4rw 223 0.0244 0.0036 0.0209 224 0.0241 0.0035 0.0206 225 0.0238 0.0035 0.0203 226 0.0235 0.0034 0.0200 227 0.0232 0.0034 0.0198 228 0.0229 0.0033 0.0195 229 0.0226 0.0033 0.0193 230 0.0223 0.0033 0.0191 231 0.0221 0.0032 0.0189 232 0.0218 0.0032 0.0187 233 0.0216 0.0031 0.0185 234 0.0214 0.0031 0.0183 235 0.0212 0.0031 0.0181 236 0.0209 0.0030 0.0179 237 0.0207 0.0030 0.0177 238 0.0205 0.0030 0.0176 239 0.0204 0.0030 0.0174 240 0.0202 0.0029 0.0172 241 0.0200 0.0029 0.0171 242 0.0198 0.0029 0.0169 243 0.0196 0.0029 0.0168 244 0.0195 0.0028 0.0166 245 0.0193 0.0028 0.0165 246 0.0192 0.0028 0.0164 247 0.0190 0.0028 0.0162 248 0.0189 0.0027 0.0161 249 0.0187 0.0027 0.0160 err+ 250 0.0186 0.0027 0.0159 251 0.0184 0.0027 0.0157 252 0.0183 0.0027 0.0156 253 0.0182 0.0026 0.0155 254 0.0180 0.0026 0.0154 255 0.0179 0.0026 0.0153 256 0.0178 0.0026 0.0152 257 0.0177 0.0026 0.0151 258 0.0176 0.0026 0.0150 259 0.0174 0.0025 0.0149 260 0.0173 0.0025 0.0148 261 0.0172 0.0025 0.0147 262 0.0171 0.0025 0.0146 263 0.0170 0.0025 0.0145 264 0.0169 0.0025 0.0144 265 0.0168 0.0024 0.0144 266 0.0167 0.0024 0.0143 267 0.0166 0.0024 0.0142 268 0.0165 0.0024 0.0141 269 0.0164 0.0024 0.0140 270 0.0163 0.0024 0.0140 271 0.0162 0.0024 0.0139 272 0.0162 0.0024 0.0138 273 0.0161 0.0023 0.0137 274 0.0160 0.0023 0.0137 275 0.0159 0.0023 0.0136 276 0.0158 0.0023 0.0135 rrr 277 0.0157 0.0023 0.0134 278 0.0157 0.0023 0.0134 279 0.0156 0.0023 0.0133 280 0.0155 0.0023 0.0132 281 0.0154 0.0022 0.0132 282 0.0153 0.0022 0.0131 283 0.0153 0.0022 0.0131 284 0.0152 0.0022 0.0130 285 0.0151 0.0022 0.0129 286 0.0151 0.0022 0.0129 287 0.0150 0.0022 0.0128 288 0.0149 0.0022 0.0128 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.03(In) Total effective rainfall = 6.47(In) Peak flow rate in flood hydrograph = 872.27(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) 0 225.0 450.0 675.0 900.0 0+ 5 0.0082 1.19 Q 0+10 0.0448 5.32 Q 0+15 0.1369 13.36 Q ,i*Ar. 0+20 0.3250 27.32 VQ 0+25 0.6198 42.80 VQ 0+30 0.9719 51.13 V Q 0+35 1.3621 56.66 V Q 0+40 1.7769 60.22 V Q 0+45 2.2090 62.75 V Q 0+50 2.6533 64.51 V Q 0+55 3.1065 65.80 V Q 1+ 0 3.5672 66.89 V Q 1+ 5 4.0343 67.83 V Q 1+10 4.5066 68.57 V Q 1+15 4.9826 69.12 V Q 1+20 5.4614 69.53 V Q 1+25 5.9423 69.83 V Q 1+30 6.4252 70.11 IV Q 1+35 6.9098 70.38 IV Q 1+40 7.3963 70.63 IV Q 1+45 7.8843 70.86 IV Q 1+50 8.3740 71.11 IV Q 1+55 8.8655 71.36 IV Q 2+ 0 9.3586 71.60 IV Q 2+ 5 9.8532 71.81 IV Q I I 2+10 10.3492 72.02 IV Q 2+15 10.8466 72.23 IV Q 2+20 11.3453 72.41 IV Q 2+25 11.8453 72.60 IV Q 2+30 12.3466 72.78 I VQ ,wr, 2+35 12.8491 72.97 I VQ 2+40 13.3529 73.16 VQ 2+45 13.8581 73.35 I VQ 2+50 14.3645 73.54 VQ 2+55 14.8724 73.73 VQ 3+ 0 15.3815 73.93 VQ 3+ 5 15.8920 74.13 VQ 3+10 16.4039 74.32 ( VQ 3+15 16.9172 74.53 VQ 3+20 17.4318 74.73 VQ 3+25 17.9479 74.93 VQ 3+30 18.4654 75.14 Q 3+35 18.9843 75.35 Q 3+40 19.5047 75.56 Q 3+45 20.0265 75.77 Q 3+50 20.5498 75.98 Q 3+55 21.0746 76.20 Q 4+ 0 21.6009 76.42 Q 4+ 5 22.1287 76.64 I Q 4+10 22.6581 76.86 Q 4+15 23.1890 77.09 Q 4+20 23.7215 77.31 Q 4+25 24.2555 77.54 QV 4+30 24.7911 77.77 I QV 4+35 25.3284 78.01 QV 4+40 25.8672 78.24 QV 4+45 26.4077 78.48 QV 4+50 26.9499 78.72 QV 4+55 27.4938 78.97 QV 5+ 0 28.0393 79.21 i 5+ 5 28.5866 79.46 QV 5+10 29.1355 79.71 ( QV 5+15 29.6863 79.97 QV 5+20 30.2387 80.22 Q V 5+25 30.7930 80.48 Q V 5+30 31.3491 80.74 I Q V 5+35 31.9070 81.01 Q V 5+40 32.4668 81.28 Q V 5+45 33.0284 81.55 ( Q V 5+50 33.5919 81.82 Q V 5+55 34.1573 82.10 Q V 6+ 0 34.7247 82.38 I Q V 6+ 5 35.2940 82.66 Q V 6+10 35.8652 82.95 Q V 6+15 36.4385 83.24 Q V 6+20 37.0138 83.53 I Q V 6+25 37.5911 83.83 Q V 6+30 38.1705 84.13 Q V 6+35 38.7520 84.43 Q V 6+40 39.3356 84.74 Q V 6+45 39.9214 85.05 Q V 6+50 40.5093 85.37 Q V 6+55 41.0994 85.69 Q V 7+ 0 41.6918 86.01 I Q V 7+ 5 42.2864 86.34 Q V 7+10 42.8833 86.67 Q V 7+15 43.4825 87.01 Q V 7+20 44.0840 87.34 Q V 7+25 44.6879 87.69 I Q V Owl 7+30 45.2942 88.04 I Q V `fir 7+35 45.9030 88.39 I Q V 7+40 46.5142 88.75 I Q V 7+45 47.1280 89.12 ( Q V 7+50 47.7443 89.48 I Q V 7+55 48.3631 89.86 I Q V 8+ 0 48.9846 90.23 Q V 8+ 5 49.6087 90.62 Q V 8+10 50.2355 91.01 Q V 8+15 50.8650 91.41 Q V 8+20 51.4973 91.81 Q V 8+25 52.1324 92.22 Q V 8+30 52.7703 92.63 Q V 8+35 53.4111 93.05 Q V 8+40 54.0549 93.47 Q V 8+45 54.7016 93.91 I Q VI 8+50 55.3514 94.34 I Q VI 8+55 56.0043 94.79 I Q VI 9+ 0 56.6602 95.24 1 Q VI 9+ 5 57.3194 95.71 I Q VI 9+10 57.9817 96.17 I Q VI 9+15 58.6474 96.65 I Q VI 9+20 59.3163 97.13 I Q VI 9+25 59.9887 97.63 I Q VI 9+30 60.6645 98.13 I Q V 9+35 61.3439 98.64 I Q V 9+40 62.0267 99.15 I Q V 9+45 62.7133 99.69 I Q V '1w.+ 9+50 63.4035 100.22 I Q V 9+55 64.0975 100.77 I Q V 10+ 0 64.7953 101.32 I Q V 10+ 5 65.4970 101.89 I Q V 10+10 66.2027 102.47 I Q IV 10+15 66.9125 103.06 I Q IV 10+20 67.6264 103.66 I Q IV 10+25 68.3445 104.27 I Q IV 10+30 69.0669 104.89 I Q IV 10+35 69.7937 105.53 I Q IV 10+40 70.5250 106.18 I Q IV 10+45 71.2609 106.85 I Q IV 10+50 72.0014 107.52 I Q IV 10+55 72.7467 108.22 ( Q I V 11+ 0 73.4968 108.92 I Q I V 11+ 5 74.2520 109.65 I Q I V 11+10 75.0122 110.38 I Q I V 11+15 75.7777 111.15 I Q I V 11+20 76.5485 111.91 I Q I V 11+25 77.3247 112.71 I Q I V 11+30 78.1065 113.52 I Q I V 11+35 78.8941 114.36 I Q I V 11+40 79.6875 115.20 I Q I V 11+45 80.4870 116.08 I Q I V 11+50 81.2926 116.97 I Q I V 11+55 82.1045 117.90 I Q I V r+*� 12+ 0 82.9229 118.83 I Q I V `err+° 12+ 5 83.7472 119.69 I Q I V 12+10 84.5754 120.25 Q V 12+15 85.4049 120.45 Q I V 12+20 86.2317 120.04 I Q I V 12+25 87.0549 119.54 Q V 12+30 87.8800 119.80 Q I V 12+35 88.7093 120.41 Q V 12+40 89.5444 121.25 Q I V 12+45 90.3864 122.26 I Q V 12+50 91.2361 123.37 Q I V 12+55 92.0942 124.60 Q V 13+ 0 92.9611 125.87 Q V 13+ 5 93.8374 127.24 Q V 13+10 94.7234 128.65 Q V 13+15 95.6199 130.17 Q V 13+20 96.5271 131.73 Q ( V 13+25 97.4459 133.40 Q V 13+30 98.3764 135.11 Q V 13+35 99.3194 136.93 Q V 13+40 100.2753 138.80 Q V 13+45 101.2449 140.78 Q V 13+50 102.2286 142.83 Q V 13+55 103.2273 145.01 Q V 14+ 0 104.2416 147.27 Q I V 14+ 5 105.2730 149.76 Q V 14+10 106.3235 152.54 QQ 14+15 107.3962 155.75 i i V 14+20 108.4944 159.46 Q I V 14+25 109.6204 163.49 Q V I 14+30 110.7717 167.18 Q I V 14+35 111.9490 170.94 Q I V 14+40 113.1525 174.75 Q I V 14+45 114.3839 178.81 Q VI 14+50 115.6446 183.05 I Q I VI 14+55 116.9371 187.67 Q I VI 15+ 0 118.2634 192.59 Q I VI 15+ 5 119.6272 198.02 Q I VI 15+10 121.0313 203.88 QI V 15+15 122.4806 210.44 QI V 15+20 123.9794 217.63 QI V 15+25 125.5257 224.52 ( QI V 15+30 127.1041 229.18 Q IV 15+35 128.6959 231.13 I Q IV 15+40 130.2684 228.32 I Q IV 15+45 131.8296 226.69 I Q IV 15+50 133.4592 236.62 I Q I V 15+55 135.2279 256.81 I IQ I V 16+ 0 137.2448 292.86 I I Q I V 16+ 5 139.8573 379.33 I I Q I V 16+10 143.4739 525.13 I I I Q 16+15 148.2524 693.84 I ( I V Q 16+20 154.2597 872.27 I I I V 16+25 160.2474 869.41 I I I V 16+30 164.4696 613.06 I I ( Q 16+35 167.8044 484.20 I I IQ V I 16+40 170.5424 397.56 I I Q I V 16+45 172.9392 348.02 I I Q I V �1ra•' 16+50 175. 0510 306.64 I I Q I VI 16+55 176.9508 275.85 I Q VI 17+ 0 178.7111 255.60 IQ I VI N%® 17+ 5 180.3448 237.21 ( Q I VI 17+10 181.8526 218.94 I QI I V 17+15 183.2417 201.69 I Q I I V 17+20 184.5332 187.54 I Q I I V 17+25 185.7400 175.22 I Q I I V 17+30 186.8939 167.55 ( Q I I IV 17+35 188.0016 160.84 I Q I I IV 17+40 189.0678 154.82 I Q I I IV 17+45 190.0950 149.15 I Q I ( IV 17+50 191.0931 144.92 ( Q I I IV 17+55 192.0646 141.06 I Q ( I IV 18+ 0 193.0051 136.56 I Q ( I I V 18+ 5 193.9176 132.49 I Q I I I v 18+10 194.8077 129.25 I Q I I I V 18+15 195.6819 126.92 I Q I I I v 18+20 196.5415 124.82 Q i I IV 18+25 197.3945 123.85 I Q I I I V 18+30 198.2371 122.34 I Q I ( I V 18+35 199.0684 120.70 I Q I ( I V 18+40 199.8878 118.97 I Q I I ( V 18+45 200.6953 117.26 I Q I I I V 18+50 201.4912 115.57 I Q I ( I V 18+55 202.2759 113.93 I Q I ( I V 19+ 0 203.0497 112.36 Q I I I V 19+ 5 203.8131 110.85 Q I I I V 19+10 204.5666 109.40 Q I I I V 19+15 205.3104 108.00 Q `mow 19+20 206.0449 106.65 i I I I V 19+25 206.7704 105.34 I Q I I I V 19+30 207.4872 104.09 I Q I I I V 19+35 208.1958 102.88 Q I I I V 19+40 208.8963 101.72 Q I I I V 19+45 209.5892 100.60 Q I I I V 19+50 210.2746 99.52I VV 19+55 210.9529 98.49 Q I I I 20+ 0 211.6242 97.48 Q I I I V 20+ 5 212.2889 96.51 I Q I I I V 20+10 212.9471 95.57 I Q I I I V 20+15 213.5990 94.66 I Q I I V 20+20 214.2448 93.77 I Q I ( i V 20+25 214.8847 92.91 I Q I I I V 20+30 215.5189 92.08 I Q I I I V 20+35 216.1475 91.28 I Q I I I V 20+40 216.7707 90.49 I Q I I I V 20+45 217.3887 89.73 I Q I ( ( V 20+50 218.0016 88.99 I Q I I I V 20+55 218.6095 88.27 I Q I I I V 21+ 0 219.2125 87.57 I Q I I I V 21+ 5 219.8109 86.88 I Q I I I V 21+10 220.4047 86.22 I Q I I I V 21+15 220.9940 85.57 I Q I I I V 21+20 221.5789 84.93 I Q I I I V 21+25 222.1596 84.32 I Q I I I V 21+30 222.7361 83.71 I Q ( I I V 21+35 223.3086 83.13 I Q I V 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 V1 V VI VI VI V1 VI V1 V1 VI V1 VI VI VI VI V1 VI V1 VI VI VI VI VI VI VI VI VI VI V 21+40 223.8772 82.55 Q 21+45 224.4418 81.99 Q r 21+50 225.0027 81.44 Q 21+55 225.5599 80.90 Q 22+ 0 226.1134 80.38 Q 22+ 5 226.6634 79.86 Q 22+10 227.2100 79.36 Q 22+15 227.7531 78.87 Q 22+20 228.2930 78.38 Q 22+25 228.8295 77.91 Q 22+30 229.3629 77.45 Q 22+35 229.8931 76.99 Q 22+40 230.4203 76.55 Q 22+45 230.9445 76.11 Q 22+50 231.4657 75.68 Q 22+55 231.9840 75.26 QQ 23+ 0 232.4994 74.84 i 23+ 5 233.0121 74.44 Q 23+10 233.5220 74.04 Q 23+15 234.0292 73.65 QQ 23+20 234.5338 73.26 i 23+25 235.0357 72.88 Q 23+30 235.5351 72.51 Q 23+35 236.0320 72.15 QQ 23+40 236.5264 71.79 i 23+45 237.0184 71.43 QQ 23+50 237.5080 71.09 i 23+55 237.9952 70.74 24+ 0 238.4801 70.41 i QQ 24+ 5 238.9546 68.89 Q 24+10 239.3984 64.44 Q 24+15 239.7849 56.13 Q 24+20 240.0739 41.95 24+25 240.2555 26.37 IQQ 24+30 240.3796 18.02 Q 24+35 240.4658 12.53 Q 24+40 240.5281 9.04 Q 24+45 240.5736 6.61 Q 24+50 240.6078 4.96 Q 24+55 240.6339 3.80 Q 25+ 0 240.6535 2.84 Q 25+ 5 240.6676 2.05 Q 25+10 240.6777 1.46 Q 25+15 240.6850 1.07 Q 25+20 240.6906 0.81 Q 25+25 240.6953 0.68 Q 25+30 240.6991 0.56 Q 25+35 240.7023 0.46 Q 25+40 240.7048 0.37 Q 25+45 240.7069 0.31 Q 25+50 240.7086 0.24 Q 25+55 240.7096 0.16 Q 26+ 0 240.7103 0.10 Q 26+ 5 240.7107 0.05 Q 26+10 240.7108 0.03 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 V1 V VI VI VI V1 VI V1 V1 VI V1 VI VI VI VI V1 VI V1 VI VI VI VI VI VI VI VI VI VI V HYDROGRAPH ROUTING a FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/10/06 Valley Trails Routed Condition 2 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: vtraild.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 319 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 319.243 (CFS) Total volume = 80.656 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 �Ilrr• 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 0.000 to Point/Station 1.000 **** 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-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.380 11.500 0.340 0.420 2.000 1.180 29.000 1.080 1.280 ,.. 3.000 2.600 47.500 2.436 2.764 4.000 5.250 78.000 4.981 5.519 5.000 9.280 114.000 8.887 9.673 6.000 14.520 147.000 14.014 15.026 7.000 20.270 193.000 19.605 20.935 8.000 26.200 200.000 25.511 26.889 9.000 32.190 206.000 31.481 32.899 10.000 38.390 210.000 37.667 39.113 11.000 44.730 214.000 43.993 45.467 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 79.8 159.62 239.43 319.24 (Ft.) 0.083 0.26 0.02 0.001 O 0.00 0.167 1.06 0.14 0.005 O 0.01 0.250 2.60 0.46 0.015 0 0.04 0.333 4.93 1.08 0.036 O 0.09 0.417 8.79 2.17 0.072 0 I ( 0.19 0.500 11.81 3.71 0.123 OI I 0.32 0.583 13.54 5.40 0.178 OI I 0.47 0.667 14.83 7.06 0.233 OI 0.61 0.750 15.69 8.61 0.284 OI 0.75 0.833 16.35 10.01 0.331 10 0.87 0.917 16.84 11.25 0.372 10 I I 0.98 1.000 17.19 12.12 0.408 10 1.04 1.083 17.49 12.85 0.442 10 1.08 1.167 17.75 13.52 0.472 10 1.12 1.250 17.98 14.13 0.500 10 ( 1.15 1.333 18.18 14.68 0.526 10 I I 1.18 1.417 18.33 15.18 0.548 10 1.21 1.500 18.46 15.63 0.569 10 I I 1.24 1.583 18.56 16.04 0.587 10 1.26 1.667 18.65 16.40 0.604 10 1.28 1.750 18.73 16.72 0.619 10 I 1.30 1.833 18.81 17.00 0.632 IO 1I I 1.31 1.917 18.89 17.26 0.643 (0 I 1.33 2.000 18.96 17.50 0.654 10 1.34 2.083 19.04 17.71 0.664 10 I I 1.35 2.167 19.11 17.90 0.673 10 I 1.37 2.250 19.19 18.07 0.681 10 1.38 2.333 19.27 18.24 0.688 10 1.38 2.417 19.34 18.39 0.695 10 I 1.39 2.500 19.41 18.52 0.701 10 I 1.40 2.583 19.48 18.65 0.707 10 I 1.41 2.667 19.55 18.77 0.712 10 1.42 2.750 19.61 18.89 0.718 10 1.42 2.833 19.67 18.99 0.722 10 I 1.43 2.917 19.74 19.09 0.727 10 1.43 3.000 19.81 19.19 0.731 10 1 1.44 3.083 19.87 19.28 0.736 10 1 1 1 1.44 ,, 3.167 19.94 19.37 0.740 10 1 1 1 1.45 3.250 20.01 19.45 0.744 IOI I I I I 1.45 3.333 20.08 19.54 0.747 IOI I I I I 1.46 3.417 20.15 19.62 0.751 IOI I I I I 1.46 3.500 20.22 19.70 0.755 I0I I I I I 1.47 3.583 20.29 19.77 0.758 IOI I I I I 1.47 3.667 20.36 19.85 0.762 (OI I I I I 1.48 3.750 20.43 19.93 0.765 IOI I I I ( 1.48 3.833 20.51 20.00 0.769 10 I I I I 1.49 3.917 20.58 20.08 0.772 10 I I I I 1.49 4.000 20.66 20.16 0.776 10 I I I I 1.49 4.083 20.73 20.23 0.779 10 I I I I 1.50 4.167 20.81 20.31 0.783 ( 0 I I I I 1.50 4.250 20.89 20.38 0.786 10 I I I I 1.51 4.333 20.96 20.46 0.790 10 I I I I 1.51 4.417 21.04 20.53 0.793 10 I I I I 1.52 4.500 21.12 20.61 0.797 I O I I I I 1.52 4.583 21.20 20.69 0.800 I O I I I I 1.53 4.667 21.28 20.77 0.804 10 I I I I 1.53 4.750 21.37 20.84 0.807 10 I I I I 1.53 4.833 21.45 20.92 0.811 10 I I I 1 1.54 4.917 21.53 21.00 0.814 10 I I I I 1.54 5.000 21.62 21.08 0.818 10 I I I I 1.55 5.083 21.70 21.16 0.822 10 1 I I I 1.55 5.167 21.79 21.25 0.826 ( 0 I I I I 1.56 5.250 21.88 21.33 0.829 I O I I I I 1.56 5.333 21.97 21.41 0.833 10 I I I I 1.57 5.417 22.06 21.50 0.837 10 I I I I 1.57 5.500 22.15 21.58 0.841 I O I I I I 1.58 5.583 22.24 21.67 0.845 10 I I I I 1.58 5.667 22.33 21.75 0.849 I O I I I I 1.59 5.750 22.43 21.84 0.853 10 I I I 1 1.59 5.833 22.52 21.93 0.857 10 I I I I 1.60 5.917 22.62 22.02 0.861 ( 0 I I I I 1.60 6.000 22.72 22.11 0.865 I O I I I I 1.61 6.083 22.82 22.20 0.869 ( 0 I I I I 1.61 6.167 22.92 22.30 0.874 10 I I I I 1.62 6.250 23.02 22.39 0.878 10 I I I I 1.62 6.333 23.12 22.48 0.882 10 I I I I 1.63 6.417 23.22 22.58 0.887 10 I I I I 1.63 6.500 23.33 22.68 0.891 10 I I I I 1.64 6.583 23.44 22.78 0.896 10 I I I i 1.64 6.667 23.54 22.88 0.900 I O I ( I I 1.65 6.750 23.65 22.98 0.905 I O I I I I 1.66 6.833 23.76 23.08 0.909 10 I I I I 1.66 6.917 23.88 23.18 0.914 I 0 I ( ( I 1.67 7.000 23.99 23.29 0.919 10 I I I I 1.67 7.083 24.11 23.40 0.924 10 I I I I 1.68 7.167 24.22 23.50 0.929 I O I I I I 1.69 7.250 24.34 23.61 0.934 10 I I I I 1.69 7.333 24.46 23.72 0.939 10 I I I I 1.70 7.417 24.59 23.84 0.944 10 I I I I 1.70 7.500 24.71 23.95 0.949 I O I I I I 1.71 7.583 24.84 24.06 0.954 10 I I I I 1.72 7.667 24.96 24.18 0.960 10 I I I I 1.72 7.750 25.09 24.30 0.965 10 I I I I 1.73 7.833 25.22 24.42 0.971 10 I I I I 1.74 7.917 25.36 24.54 0.976 1 0 I I I I 1.75 8.000 25.49 24.67 0.982 0 ( ( 1.75 8.083 25.63 24.79 0.988 0 1.76 �. 8.167 25.77 24.92 0.993 ( 0 I I 1.77 8.250 25.91 25.05 0.999 0 1.77 8.333 26.05 25.18 1.005 0 1.78 8.417 26.20 25.31 1.011 0 1.79 8.500 26.35 25.45 1.018 0 I 1.80 8.583 26.50 25.58 1.024 0 ( 1.80 8.667 26.65 25.72 1.030 ( 0 ( I 1.81 8.750 26.81 25.86 1.037 0 I ( 1.82 8.833 26.97 26.01 1.043 0 I 1.83 8.917 27.13 26.15 1.050 0 1.84 9.000 27.29 26.30 1.057 0 ( 1.85 9.083 27.46 26.45 1.064 0 ( 1.85 9.167 27.63 26.61 1.071 0 ( 1.86 9.250 27.80 26.76 1.078 0 ( 1.87 9.333 27.98 26.92 1.085 0 1.88 9.417 28.16 27.08 1.092 0 ( ( 1.89 9.500 28.34 27.24 1.100 0 I ( 1.90 9.583 28.53 27.41 1.107 0 ( 1.91 9.667 28.71 27.58 1.115 0 1.92 9.750 28.91 27.75 1.123 0 I 1.93 9.833 29.10 27.93 1.131 0 1.94 9.917 29.31 28.11 1.139 0 1.95 10.000 29.51 28.29 1.147 0 1.96 10.083 29.72 28.47 1.156 0 ( 1.97 10.167 29.93 28.66 1.165 0I 1.98 10.250 30.15 28.86 1.173 I OI 1.99 ° 10.333 30.37 29.03 1.182 OI 2.00 `kwrr 10.417 30.60 29.16 1.192 10I I 2.01 10.500 30.83 29.29 1.202 OI 2.02 10.583 31.06 29.43 1.213 OI ( 2.02 10.667 31.30 29.58 1.225 0I 2.03 10.750 31.55 29.74 1.237 ( OI 2.04 10.833 31.80 29.91 1.250 OI 2.05 10.917 32.06 30.08 1.263 0 I 2.06 11.000 32.32 30.26 1.277 0 I 2.07 11.083 32.60 30.45 1.291 0 I 2.08 11.167 32.87 30.65 1.306 0 ( 2.09 11.250 33.16 30.85 1.322 0 2.10 ' 11.333 33.45 31.06 1.338 0 ( 2.11 11.417 33.75 31.28 1.355 0 I 2.12 11.500 34.05 31.50 1.372 ( 0 ( ( I 2.14 11.583 34.37 31.74 1.390 0 ( 2.15 11.667 34.69 31.98 1.408 ( 0 2.16 11.750 35.02 32.22 1.427 ( 0 I 2.17 11.833 35.36 32.48 1.447 0 2.19 11.917 35.71 32.74 1.467 I 0 ( 2.20 12.000 36.07 33.01 1.488 0 2.22 12.083 36.64 33.30 1.510 0 ( 2.23 12.167 37.64 33.63 1.535 0 I 2.25 12.250 39.21 34.04 1.567 0 ( I 2.27 12.333 41.40 34.58 1.608 OI ( 2.30 12.417 44.78 35.31 1.664 OI I ( I 2.34 12.500 47.51 36.24 1.736 OI I 2.39 12.583 49.26 37.28 1.816 OI 2.45 r 12.667 50.65 38.37 1.899 0 I 2.51 12.750 51.74 39.47 1.984 0 I 2.57 12.833 52.67 40.57 2.068 OI 2.63 12.917 53.50 41.64 2.150 OI I 2.68 13.000 54.23 42.69 2.231 OI ( ( 2.74 13.083 54.93 43.71 2.309 f OI 2.80 13.167 55.61 44.70 2.385 OI 2.85 13.250 56.30 45.67 2.460 OI ( 2.90 13.333 56.98 46.61 2.532 OI ( 2.95 13.417 57.65 47.53 2.602 OI 3.00 13.500 58.31 48.32 2.672 ( OI ( 3.03 13.583 58.98 49.11 2.740 OI 3.05 13.667 59.66 49.89 2.808 0 I 3.08 13.750 60.37 50.66 2.875 OI ( ( 3.10 13.833 61.10 51.43 2.941 OI 3.13 13.917 61.88 52.20 3.008 OI 3.15 14.000 62.67 52.97 3.075 OI 3.18 14.083 63.53 53.74 3.142 OI 3.20 14.167 64.47 54.52 3.210 OI ( 3.23 14.250 65.54 55.32 3.279 OI 3.26 14.333 66.71 56.14 3.351 OI 3.28 14.417 68.09 57.00 3.426 I OI 3.31 14.500 69.42 57.90 3.503 OI 3.34 14.583 70.71 58.83 3.584 0 Il 1 3.37 14.667 72.00 59.78 3.667 0 Il 3.40 14.750 73.36 60.76 3.752 OIl 3.43 14.833 74.76 61.78 3.841 OIl 1( 3.47 14.917 76.27 62.82 3.931 OIl ( 3.50 15.000 77.85 63.91 4.026 OIl 3.54 15.083 79.58 65.04 4.124 OIl 3.58 15.167 81.43 66.22 4.226 0 I 3.61 15.250 83.50 67.46 4.334 ( 0 I ( 3.65 15.333 85.72 68.76 4.448 0 I 3.70 15.417 87.69 70.13 4.566 OI 3.74 15.500 88.75 71.51 4.686 OI 3.79 15.583 88.72 72.82 4.800 OI 3.83 15.667 87.46 73.99 4.901 OI 3.87 15.750 83.81 74.88 4.979 0I 3.90 15.833 82.97 75.53 5.035 OI ( 3.92 15.917 86.97 76.25 5.098 0I 3.94 16.000 95.52 77.39 5.197 1 OlI 1I 3.98 16.083 120.46 79.35 5.401 I OI I I I 4.04 16.167 160.55 83.00 5.810 I 0 I I ( 4.14 16.250 209.61 89.09 6.492 0 I ( 4.31 16.333 258.09 97.73 7.459 1 10 4.55 16.417 319.24 109.13 8.735 ( 0 I 4.86 16.500 267.90 118.36 9.973 0 I 5.13 16.583 196.98 123.21 10.742 0 I 5.28 16.667 165.66 125.67 11.134 I I 0 I 5.35 16.750 141.98 126.87 11.323 0 I 5.39 16.833 128.80 127.23 11.381 0 5.40 16.917 116.11 127.03 11.349 IO 5.39 17.000 106.10 126.35 11.241 I 0 5.37 17.083 99.10 125.34 11.081 lI 0 1 5.34 17.167 93.99 124.12 10.887 lI 0 1 5.31 17.250 89.02 122.74 10.667 I 0 ( 5.26 17.333 84.09 121.20 10.423 I 0 5.22 17.417 78.48 119.51 10.154 Il 0 1 1 5.17 17.500 74.55 117.68 9.864 Il 0 5.11 17.583 70.80 115.77 9.561 Il 0 5.05 17.667 67.88 113.72 9.248 I 0 I 4.99 17.750 65.94 110.92 8.936 I 0 4.91 17.833 64.10 108.18 8.629 I I I 0 I 4.84 17.917 62.46 105.50 8.329 I 0 ( 4.76 18.000 60.72 102.88 8.036 I ( 0 4.69 18.083 59.19 100.32 7.749 I 0 4.62 18.167 57.50 97.82 7.468 I 10 I I 4.55 18.250 55.21 95.34 7.191 I 10 ( 4.48 18.333 52.11 92.85 6.913 I 10 4.41 18.417 47.89 90.30 6.626 I 10 ( 4.34 18.500 44.54 87.66 6.332 I 0 ( 4.27 18.583 42.17 85.02 6.036 I 0 ( 4.20 18.667 40.33 82.41 5.743 I 0 4.12 18.750 38.68 79.85 5.457 I 0 4.05 18.833 37.45 77.17 5.178 I 01 3.97 18.917 36.40 74.11 4.912 I 01 3.87 19.000 35.49 71.20 4.659 I 01 3.78 19.083 34.66 68.44 4.420 ( I 0 3.69 19.167 33.89 65.84 4.193 I 0 3.60 19.250 33.18 63.37 3.979 ( I 0 I 3.52 19.333 32.52 61.05 3.777 I 0 3.44 19.417 31.92 58.85 3.586 I 0 3.37 19.500 31.36 56.77 3.406 I 0 ( 3.30 19.583 30.85 54.82 3.236 I 0 3.24 19.667 30.37 52.97 3.075 ( I 0 I ( 3.18 19.750 29.92 51.23 2.924 I 0 ( 3.12 19.833 29.48 49.59 2.782 I 0 ( 3.07 19.917 29.06 48.04 2.647 I 0 I 3.02 20.000 28.66 46.46 2.520 I 0 ( 2.94 20.083 28.28 44.92 2.402 I 0 2.86 20.167 27.90 43.47 2.291 I I O ( 2.78 20.250 27.54 42.12 2.187 I 0 I 2.71 20.333 27.20 40.85 2.090 I 0 2.64 20.417 26.87 39.67 1.999 IO 2.58 20.500 26.55 38.55 1.913 IO 2.52 ,20.583 26.24 37.51 1.833 IO I 2.46 20.667 25.95 36.53 1.758 IO 2.41 20.750 25.66 35.61 1.687 I IO 2.36 20.833 25.39 34.74 1.621 IO I ( 2.31 20.917 25.12 33.93 1.558 I IO I ( I 2.27 21.000 24.86 33.16 1.499 IO 2.22 21.083 24.61 32.44 1.444 IO 2.19 21.167 24.37 31.75 1.391 IO ( 2.15 21.250 24.13 31.11 1.342 IO 2.11 21.333 23.90 30.50 1.295 IO 2.08 21.417 23.67 29.92 1.251 I 0 2.05 21.500 23.45 29.38 1.209 0 2.02 21.583 23.24 28.77 1.170 ( 0 1.99 21.667 23.03 27.98 1.133 0 1.94 21.750 22.83 27.27 1.101 0 1.90 21.833 22.63 26.64 1.072 0 I 1.87 21.917 22.44 26.06 1.046 0 ( 1.83 22.000 22.25 25.54 1.022 0 1.80 22.083 22.07 25.07 1.000 0 ( 1.78 �Yrr' 22.167 21.89 24.64 0.981 0 1.75 22.250 21.71 24.24 0.962 0 1.73 a� 22.333 21.54 23.87 0.946 I O I I 1.71 �irar 22.417 21.37 23.54 0.930 I O I 1.69 22.500 21.21 23.22 0.916 I O ( 1.67 22.583 21.05 22.93 0.902 I O I 1.65 22.667 20.89 22.65 0.890 I O I I I I 1.64 22.750 20.74 22.40 0.878 I O I 1.62 22.833 20.59 22.15 0.867 I O ( I 1.61 22.917 20.44 21.92 0.857 I O I 1.60 23.000 20.30 21.71 0.847 I O I 1.58 23.083 20.15 21.50 0.837 I O 1.57 23.167 20.02 21.30 0.828 I O 1.56 23.250 19.88 21.11 0.819 IIO I 1.55 23.333 19.75 20.93 0.811 IIO I I ( 1.54 23.417 19.61 20.75 0.803 (IO I I I I 1.53 23.500 19.49 20.59 0.795 IIO I I I I 1.52 23.583 19.36 20.42 0.788 IIO I I I I 1.51 23.667 19.24 20.27 0.781 IIO I I I I 1.50 23.750 19.11 20.11 0.774 IIO I I I I 1.49 23.833 18.99 19.96 0.767 IIO I I I I 1.48 23.917 18.88 19.82 0.760 IO I I I I 1.48 24.000 18.76 19.68 0.754 (0 I I I I 1.47 24.083 18.39 19.53 0.747 IO I I I ( 1.46 24.167 17.48 19.30 0.737 IO I I I I 1.45 24.25'0 15.85 18.93 0.720 IO I I I I 1.42 24.333 13.43 18.33 0.692 IO I I I I 1.39 24.417 9.51 17.37 0.648 IO I I ( ( 1.34 24.500 6.46 16.06 0.588 IO I I I I 1.26 24.583 4.73 14.59 0.521 IO I I I ( 1.18 �1rrw 24.667 3.45 13.12 0.454 IO I I I I 1.09 24.750 2.62 11.71 0.389 IO I I I I 1.01 24.833 1.99 10.00 0.331 IO I I I I 0.87 24.917 1.54 8.45 0.279 0 I I I I 0.73 25.000 1.22 7.11 0.235 0 ( I I I 0.62 25.083 0.97 5.98 0.198 0 I ( ( I 0.52 25.167 0.76 5.01 0.166 0 ( I I I 0.44 25.250 0.57 4.19 0.139 0 I I I I 0.36 25.333 0.42 3.50 0.116 0 I I I I 0.30 25.417 0.33 2.91 0.096 0 I I I I 0.25 25.500 0.25 2.41 0.080 0 I I I ( 0.21 25.583 0.21 2.00 0.066 O I I I 0.17 25.667 0.18 1.66 0.055 0 I I I I 0.14 25.750 0.15 1.38 0.045 0 I I ( I 0.12 25.833 0.13 1.14 0.038 0 I I I I 0.10 25.917 0.10 0.95 0.031 0 I I I I 0.08 26.000 0.09 0.79 0.026 0 I I I I 0.07 26.083 0.08 0.66 0.022 0 I I I I 0.06 26.167 0.06 0.54 0.018 0 I I I I 0.05 26.250 0.04 0.45 0.015 0 I I I I 0.04 26.333 0.03 0.37 0.012 0 I I ( I 0.03 26.417 0.02 0.31 0.010 0 I I I I 0.03 26.500 0.01 0.25 0.008 0 I I I I 0.02 26.583 0.00 0.20 0.007 0 ( I I I 0.02 26.667 0.00 0.17 0.005 0 I I I ( 0.01 26.750 0.00 0.14 0.004 0 I I I I 0.01 26.833 0.00 0.11 0.004 0 I I I I 0.01 `�rw 26.917 0.00 0.09 0.003 0 0.01 27.000 0.00 0.07 0.002 O 0.01 27.083 0.00 0.06 0.002 0 I ( 0.01 27.167 0.00 0.05 0.002 0 I ( ( 0.00 27.250 0.00 0.04 0.001 0 ( I 0.00 27.333 0.00 0.03 0.001 0 ( 0.00 27.417 0.00 0.03 0.001 0 I 0.00 27.500 0.00 0.02 0.001 0 0.00 27.583 0.00 0.02 0.001 0 I ( 0.00 27.667 0.00 0.01 0.000 0 0.00 27.750 0.00 0.01 0.000 0 0.00 27.834 0.00 0.00 0.000 0 I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 333 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 127.231 (CFS) Total volume = 80.655 (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 *********************************************************************** 11 !" FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/10/06 Valley Trails Routed Condition 10 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: vtraild.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 316 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 598.134 (CFS) Total volume = 146.551 (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 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 316 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+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.380 11.500 0.340 0.420 2.000 1.180 29.000 1.080 1.280 3.000 2.600 47.500 2.436 2.764 4.000 5.250 78.000 4.981 5.519 5.000 9.280 114.000 8.887 9.673 6.000 14.520 147.000 14.014 15.026 7.000 20.270 193.000 19.605 20.935 8.000 26.200 200.000 25.511 26.889 9.000 32.190 206.000 31.481 32.899 10.000 38.390 210.000 37.667 39.113 -------------------------------------------------------------------- 11.000 44.730 214.000 43.993 45.467 --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 149.5 299.07 448.60 598.13 (Ft.) 0.083 0.62 0.06 0.002 O 1 1 1 10.01 0.167 2.70 0.36 0.012 0 1( 0.03 0.250 6.73 1.18 0.039 O ( 0.10 0.333 13.35 2.85 0.094 0 1 0.25 0.417 22.37 5.69 0.188 OI 0.49 0.500 27.58 9.33 0.308 OI ( 0.81 0.583 30.92 12.68 0.434 OI 1.07 0.667 33.12 15.39 0.558 OI 1,22 0.750 34.72 17.98 0.676 OI I 1.37 0.833 35.86 20.41 0.787 10 1.51 0.917 36.67 22.63 0.889 10 1.64 1.000 37.31 24.64 0.981 10 ( ( 1.75 1.083 37.89 26.46 1.064 JOI ( 1.85 1.167 38.37 28.09 1.139 JOI 1 1.95 1.250 38.75 29.34 1.206 JOI 1 2,02 1.333 39.04 30.16 1.269 JOI 1 2.06 1.417 39.27 30.94 1.329 JOI 2.10 1.500 39.44 31.66 1.384 JOI I ( 2.14 1.583 39.61 32.33 1.436 JOI 1I I I 2,18 1.667 39.76 32.97 1.484 IOI 1I I 2,21 1.750 39.92 33.56 1.530 (0I I 2.25 1.833 40.06 34.11 1.572 IOI I 2,28 1.917 40.20 34.63 1.612 JOI 1( 2.30 2.000 40.35 35.11 1.649 JOI 1 2.33 2.083 40.50 35.57 1.684 JOI 1I 2.35 2.167 40.63 36.00 1.717 JOI 1I ( 2,38 2.250 40.76 36.40 1.748 JOI 1 2.40 2.333 40.89 36.78 1.777 JOI ( 2,42 2.417 41.01 37.14 1.805 JOI ( ( 2.44 2.500 41.12 37.48 1.831 1 0 I I 2.46 2.583 41.24 37.79 1.855 1 0 I 2.48 2.667 41.36 38.09 1.878 0 2.49 2.750 41.48 38.38 1.900 0 2.51 2.833 41.59 38.65 1.921 0 I 2.52 2.917 41.71 38.91 1.941 0 ( 2.54 3.000 41.83 39.15 1.959 0 2.55 3.083 41.96 39.39 1.977 ( 0 2.56 3.167 42.08 39.62 1.995 1 0 ' 2.57 3.250 42.20 39.83 2.011 0 ( 2.59 3.333 42.33 40.04 2.027 0 2.60 3.417 42.46 40.24 2.043 I O I 2.61 3.500 42.58 40.44 2.058 0 2.62 3.583 42.71 40.63 2.073 0 I I 2.63 3.667 42.84 40.81 2.087 0 I ( 2.64 3.750 42.97 40.99 2.101 0 2.65 3.833 43.10 41.17 2.114 0 I 2.66 3.917 43.24 41.34 2.127 0 2.67 4.000 43.37 41.51 2.140 0 I 2.68 4.083 43.51 41.68 2.153 0 2.69 4.167 43.65 41.84 2.165 0 ( 2.69 4.250 43.79 42.00 2.178 0 I I 2.70 4.333 43.93 42.16 2.190 0 2.71 4.417 44.07 42.32 2.202 0 I I I 2.72 4.500 44.22 42.48 2.214 I 0 I I 2.73 4.583 44.36 42.63 2.226 0 I 2.74 4.667 44.51 42.79 2.238 0 I I I I 2.75 4.750 44.66 42.94 2.250 0 ( 2.75 4.833 44.80 43.09 2.262 0 I I 2.76 4.917 44.96 43.25 2.274 0 ( 2.77 5.000 45.11 43.40 2.285 0 ( I 2.78 5.083 45.27 43.55 2.297 0 I I 2.79 5.167 45.42 43.71 2.309 0 I 2.80 5.250 45.58 43.86 2.321 0 I I I 2.80 5.333 45.74 44.02 2.333 0 2.81 5.417 45.90 44.17 2.344 0 I I I 2.82 5.500 46.06 44.33 2.356 0 ( ( I 2.83 5.583 46.23 44.48 2.368 0 2.84 5.667 46.39 44.64 2.380 0 2.85 5.750 46.57 44.80 2.393 0 2.85 5.833 46.73 44.96 2.405 0 I I I 2.86 5.917 46.91 45.12 2.417 0 I I 2.87 6.000 47.08 45.28 2.429 ( 0 ( 2.88 6.083 47.26 45.44 2.442 0 2.89 6.167 47.44 45.60 2.455 0 I I 2.90 6.250 47.62 45.77 2.467 0 I 2.91 6.333 47.80 45.94 2.480 0 I ( I 2.92 6.417 47.99 46.11 2.493 0 I I 2.92 6.500 48.18 46.27 2.506 0 2.93 6.583 48.37 46.45 2.519 0 I I 2.94 6.667 48.56 46.62 2.532 0 2.95 6.750 48.76 46.79 2.546 0 I 2.96 6.833 48.95 46.97 2.559 0 2.97 6.917 49.15 47.15 2.573 0 ( 2.98 7.000 49.35 47.33 2.587 0 I ( 2.99 7.083 49.56 47.51 2.601 0 3.00 7.167 49.77 47.68 2.615 0 I I 3.01 7.250 49.98 47.84 2.630 0 3.01 7.333 50.19 48.01 2.645 0 I 3.02 7.417 50.41 48.19 2.660 0 I 3.02 7.500 50.62 48.37 2.675 0 3.03 7.583 50.85 48.55 2.691 0 I I 3.03 7.667 51.07 48.73 2.707 0 ( ( ( 3.04 7.750 51.30 48.92 2.723 0 3.05 7.833 51.53 49.11 2.740 0 3.05 �,,,W 7.917 51.77 49.30 2.757 0 3.06 8.000 52.01 49.50 2.774 0 I I I 3.07 8.083 52.25 49.70 2.791 0 3.07 www✓ 8.167 52.49 49.90 2.809 0 3.08 8.250 52.75 50.11 2.827 0 3.09 8.333 53.00 50.32 2.845 0 3.09 8.417 53.26 50.54 2.864 0 I 3.10 8.500 53.51 50.75 2.883 0 ( 3.11 8.583 53.78 50.97 2.902 0 3.11 8.667 54.05 51.20 2.921 0 3.12 8.750 54.32 51.43 2.941 0 3.13 8.833 54.60 51.66 2.961 0 3.14 8.917 54.88 51.89 2.982 0 I I ( 3.14 9.000 55.17 52.13 3.002 0 3.15 9.083 55.46 52.37 3.023 0 ( 3.16 9.167 55.75 52.62 3.045 0 3.17 9.250 56.06 52.87 3.067 0 ( 3.18 9.333 56.36 53.13 3.089 0I I 3.18 9.417 56.68 53.38 3.111 OI ( 3.19 9.500 56.99 53.65 3.134 OI 3.20 9.583 57.32 53.91 3.157 OI 3.21 9.667 57.64 54.19 3.181 OI I I I I 3.22 9.750 57.98 54.46 3.205 OI 3.23 9.833 58.32 54.74 3.229 ( OI 3.24 9.917 58.67 55.03 3.254 OI I 3.25 10.000 59.02 55.32 3.279 OI ( 3.26 10.083 59.38 55.62 3.305 OI 3.27 10.167 59.74 55.92 3.331 OI ( I I 3.28 10.250 60.12 56.22 3.358 0 I 3.29 10.333 60.50 56.53 3.385 0 3.30 rw 10.417 60.90 56.85 3.413 0 3.31 10.500 61.29 57.18 3.441 0 3.32 10.583 61.70 57.50 3.469 0 3.33 10.667 62.11 57.84 3.498 0 3.34 10.750 62.54 58.18 3.528 0 3.35 10.833 62.97 58.53 3.558 0 3.36 10.917 63.41 58.89 3.589 O 3.37 11.000 63.86 59.25 3.621 0 3.39 11.083 64.33 59.62 3.653 0 3.40 11.167 64.80 59.99 3.686 0 3.41 11.250 65.29 60.38 3.719 0 ( 3.42 11.333 65.77 60.77 3.753 ( 0 I I I I 3.44 11.417 66.29 61.17 3.788 0 I I 3.45 11.500 66.80 61.58 3.824 0 I 3.46 11.583 67.34 62.00 3.860 0 3.48 11.667 67.88 62.43 3.897 0 ( ( 3.49 11.750 68.45 62.87 3.935 0 3.50 11.833 69.02 63.31 3.974 0 3.52 11.917 69.62 63.77 4.014 O 3.53 12.000 70.22 64.24 4.055 0 I I 3.55 12.083 70.86 64.72 4.096 0 3.56 12.167 71.53 65.22 4.139 0 ( 3.58 12.250 72.26 65.72 4.183 0 I 3.60 12.333 73.03 66.25 4.229 0 I 3.61 12.417 73.89 66.80 4.277 I O I 3.63 12.500 74.68 67.37 4.327 0 ( 3.65 12.583 75.48 67.96 4.378 ( OI 3.67 „+ 12.667 76.27 68.56 4.430 OI 3.69 12.750 77.10 69.18 4.484 OI 3.71 12.833 77.93 69.82 4.539 OI 3.73 `tirrwr 12.917 78.80 70.47 4.596 OI I I I 3.75 13.000 79.68 71.14 4.654 OI ( I I 3.78 13.083 80.61 71.82 4.713 OI ( 3.80 13.167 81.54 72.53 4.775 OI I I 3.82 13.250 82.54 73.26 4.838 OI 3.84 13.333 83.55 74.00 4.903 OI ( 3.87 13.417 84.63 74.77 4.969 0 I I I I 3.89 13.500 85.72 75.56 5.038 0 3.92 13.583 86.89 76.38 5.110 0 3.95 13.667 88.07 77.23 5.183 0 3.97 13.750 89.35 78.08 5.259 0 4.00 13.833 90.64 78.79 5.339 0 4.02 13.917 92.04 79.54 5.423 0 4.04 14.000 93.46 80.33 5.511 OI 4.06 14.083 95.05 81.16 5.604 OI I 4.09 14.167 96.79 82.04 5.702 0I I ( 4.11 14.250 98.81 82.98 5.808 OI ( ( 4.14 14.333 101.06 83.99 5.921 OI 4.17 14.417 103.66 85.09 6.044 0I ( I 4.20 14.500 106.02 86.27 6.176 OI 4.23 14.583 108.44 87.52 6.316 OI 4.26 14.667 110.85 88.84 6.464 0I 4.30 14.750 113.45 90.23 6.619 0 I I 4.34 14.833 116.12 91.70 6.783 0 I 4.38 14.917 119.07 93.24 6.956 0 I 4.42 15.000 122.15 94.88 7.139 OI 4.47 15.083 125.61 96.61 7.333 OI I I 4.52 15.167 129.27 98.45 7.539 ( OI 4.57 15.250 133.44 100.41 7.759 0 II I 4.62 15.333 137.92 102.52 7.994 0 I) 4.68 15.417 142.35 104.76 8.246 0 Il 4.74 15.500 145.51 107.10 8.508 0 Il 4.81 15.583 147.35 109.45 8.770 0 Il 4.87 15.667 146.94 111.70 9.022 0 Il 4.94 15.750 145.47 113.76 9.253 OIl I I 4.99 15.833 150.73 115.28 9.484 ( 0 I 5.04 15.917 162.90 117.05 9.764 0 I 5.09 16.000 184.52 119.45 10.146 0 lI 5.17 16.083 238.47 123.36 10.766 I O I I ( I ( 5.28 16.167 326.99 130.13 11.841 ( 0 I II ( I 5.49 16.250 432.65 140.73 13.524 ( Ol 5.81 16.333 539.73 157.60 15.845 0 ( I 6.23 16.417 598.13 179.65 18.602 10 I 6.71 16.500 431.74 193.70 20.863 0 7.10 16.583 333.48 195.23 22.158 0 lI ` 7.32 16.667 271.24 196.10 22.893 0 I 7.44 16.750 236.79 196.57 23.290 ( 0 I I 7.51 16.833 207.11 196.77 23.465 OI 7.54 16.917 184.09 196.76 23.457 lIO 1( 7.54 17.000 168.67 196.60 23.317 lIO 1 7.51 17.083 156.98 196.32 23.085 I 0 ( I 7.47 17.167 145.83 195.96 22.777 Il 0 7.42 17.250 134.47 195.51 22.394 I Il 0 ( 7.36 17.333 124.43 194.97 21.941 ( I 0 7.28 �r.rr 17.417 115.77 194.37 21.428 I 0 ( ( 7.20 17.500 108.67 193.70 20.864 I ( 0 7.10 17.583 104.23 192.97 20.266 I 0 7.00 17.667 100.25 188.10 19.658 I 0 6.89 17.750 96.70 183.30 19.057 I 10 6.79 17.833 93.19 178.56 18.465 I 10 6.69 17.917 90.5.8 173.91 17.884 ( I 10 I 6.59 18.000 88.35 169.38 17.318 I 10 6.49 18.083 85.83 164.97 16.766 I 0 6.39 18.167 83.04 160.65 16.227 I 0 6.30 18.250 80.81 156.43 15.699 I 0 I 6.21 18.333 78.55 152.32 15.184 I I 0 6.12 18.417 76.59 148.31 14.683 I 01 6.03 18.500 74.56 144.95 14.194 I 01 5.94 18.583 73.02 141.93 13.714 I 01 5.85 18.667 71.61 138.97 13.245 I 01 5.76 18.750 70.29 136.08 12.787 I 01 5.67 18.833 69.04 133.26 12.339 I 01 5.58 18.917 67.87 130.51 11.902 I 0 5.50 19.000 66.77 127.83 11.476 I 0 ( I 5.42 19.083 65.72 125.22 11.061 I 0 5.34 19.167 64.72 122.67 10.656 I 0 5.26 19.250 63.77 120.19 10.263 I 0 5.19 19.333 62.87 117.77 9.879 I 0 5.11 19.417 62.00 115.42 9.506 I I 0 5.04 19.500 61.18 112.79 9.145 I 0 4.97 19.583 60.39 109.69 8.797 I 0 4.88 19.667 59.63 106.72 8.465 ( I 0 4.80 .� 19.750 58.90 103.89 8.148 I 0 ( 4.72 19.833 58.20 101.18 7.845 I 0 4.64 19.917 57.52 98.60 7.556 I I 0 I I 4.57 20.000 56.87 96.13 7.279 I 0 4.50 20.083 56.24 93.76 7.015 I 0 ( 4.44 20.167 55.64 91.51 6.762 I 0 4.38 20.250 55.05 89.35 6.520 I 0 4.32 20.333 54.48 87.28 6.289 I 0 4.26 20.417 53.93 85.31 6.068 ( I 0 4.20 20.500 53.40 83.42 5.857 I 0 I 4.15 20.583 52.88 81.61 5.655 I 0 ( 4.10 20.667 52.38 79.88 5.461 I 0 4.05 20.750 51.90 78.23 5.276 I 0 4.01 20.833 51.43 76.27 5.099 I I 0 I I I 3.94 20.917 50.97 74.35 4.933 ( IO ( I 3.88 21.000 50.52 72.55 4.777 IO I 3.82 21.083 50.09 70.86 4.629 IO ( I 3.77 21.167 49.66 69.26 4.490 IO 3.71 21.250 49.25 67.75 4.359 IO 3.66 21.333 48.85 66.32 4.235 I IO I I 3.62 21.417 48.46 64.98 4.118 IO I 3.57 21.500 48.08 63.70 4.008 IO ( 3.53 21.583 47.71 62.50 3.903 IO ( 3.49 21.667 47.35 61.36 3.804 IO 3.45 21.750 46.99 60.27 3.710 IO f 3.42 21.833 46.64 59.25 3.621 IO 3.39 21.917 46.31 58.27 3.536 IO 3.35 +A 22.000 45.98 57.35 3.456 IO ( 3.32 22.083 45.65 56.47 3.379 IO 3.29 firer 22.167 45.34 55.63 3.307 0 3.27 22.250 45.03 54.84 3.237 0 3.24 22.333 44.72 54.08 3.171 O ( 3.22 22.417 44.43 53.35 3.108 0 3.19 22.500 44.14 52.66 3.048 0 3.17 22.583 43.85 52.00 2.991 0 3.15 22.667 43.57 51.37 2.936 I 0 3.13 22.750 43.30 50.76 2.884 0 I 3.11 22.833 43.03 50.18 2.833 0 I 3.09 22.917 42.77 49.63 2.785 0 3.07 23.000 42.51 49.10 2.739 0 3.05 23.083 42.26 48.58 2.694 0 3.04 23.167 42.01 48.09 2.651 ( 0 3.02 23.250 41.76 47.62 2.610 0 ( 3.00 23.333 41.52 47.12 2.571 0 ( 2.98 23.417 41.29 46.63 2.533 0 2.95 23.500 41.06 46.16 2.497 I 0 2.93 23.583 40.83 45.71 2.463 0 2.90 23.667 40.61 45.28 2.430 0 I 2.88 23.750 40.39 44.87 2.398 0 ( 2.86 23.833 40.17 44.48 2.368 0 2.84 23.917 39.96 44.10 2.339 0 2.82 24.000 39.75 43.73 2.311 0 ( I 2.80 24.083 38.92 43.36 2.282 0 2'.78 24.167 36.65 42.88 2.245 JIO 2.75 24.250 32.45 42.16 2.190 JIO 2.71 24.333 25.69 41.04 2.104 JIO 2.65 24.417 16.59 39.33 1.973 I 0 2.56 24.500 11.35 37.15 1.806 IO ( 2.44 24.583 8.02 34.79 1.625 IO ( f 2.31 ` ,► 24.667 5.86 32.40 1.441 IO I 2.18 24.750 4.32 30.06 1.261 IO 2.06 24.833 3.25 27.04 1.091 IO I 1.89 24.917 2.52 23.66 0.936 IO ( 1.69 25.000 1.94 20.66 0.799 IO 1.52 25.083 1.46 18.00 0.677 0 1.37 25.167 1.07 15.66 0.570 0 1.24 25.250 0.78 13.59 0.476 0 1.12 25.333 0.58 11.78 0.393 0 1.02 25.417 0.45 9.75 0.322 0 0.85 25.500 0.38 7.99 0.264 0 0.69 25.583 0.32 6.55 0.216 0 I 0.57 25.667 0.26 5.37 0.177 0 ( 0.47 25.750 0.21 4.40 0.145 0 0.38 25.833 0.18 3.61 0.119 0 0.31 25.917 0.15 2.96 0.098 0 0.26 26.000 0.10 2.42 0.080 0 0.21 26.083 0.06 1.98 0.065 0 0.17 26.167 0.04 1.62 0.053 0 ( 0.14 26.250 0.02 1.32 0.044 0 I 0.11 26.333 0.01 1.07 0.035 0 0.09 26.417 0.00 0.87 0.029 0 0.08 26.500 0.00 0.71 0.023 0 ( 0.06 26.583 0.00 0.57 0.019 0 I 0.05 26.667 0.00 0.46 0.015 0 0.04 26.750 0.00 0.38 0.012 0 0.03 26.833 0.00 0.31 0.010 0 0.03 26.917 0.00 0.25 0.008 0 0.02 27.000 0.00 0.20 0.007 O I I I ( 0.02 27.083 0.00 0.16 0.005 O I I ( I 0.01 r 27.167 0.00 0.13 0.004 O I I I I 0.01 27.250 0.00 0.11 0.004 O I I I ( 0.01 27.333 0.00 0.09 0.003 O I I I I 0.01 27.417 0.00 0.07 0.002 O I I ( I 0.01 27.500 0.00 0.06 0.002 O I I I I 0.00 27.583 0.00 0.05 0.002 O I I I I 0.00 27.667 0.00 0.04 0.001 O I I I I 0.00 27.750 0.00 0.03 0.001 O I I I I 0.00 27.833 0.00 0.02 0.001 O I I ( I 0.00 27.917 0.00 0.02 0.001 O I I I I 0.00 28.000 0.00 0.02 0.001 O I I I I 0.00 28.083 0.00 0.01 0.000 O I I I I 0.00 28.167 0.00 0.01 0.000 O I I I I 0.00 28.249 0.00 0.00 0.000 O I I I I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 338 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 196.771 (CFS) Total volume = 146.551 (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 - 2005 Study date: 07/10/06 Valley Trails Routed Condition 25 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: vtraild.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 315 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 720.327 (CFS) Total volume = 176.342 (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 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 315 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 1.000 0.380 11.500 0.340 0.420 2.000 1.180 29.000 1.080 1.280 3.000 2.600 47.500 2.436 2.764 4.000 5.250 78.000 4.981 5.519 5.000 9.280 114.000 8.887 9.673 6.000 14.520 147.000 14.014 15.026 7.000 20.270 193.000 19.605 20.935 8.000 26.200 200.000 25.511 26.889 9.000 32.190 206.000 31.481 32.899 10.000 38.390 210.000 37.667 39.113 11.000 44.730 214.000 43.993 45.467 Hydrograph Detention Basin Routing ---------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 180.1 360.16 540.25 720.33 (Ft.) 0.083 0.78 0.07 0.002 O 1 1 1 10.01 0.167 3.46 0.46 0.015 O ( 1 1 1 0.04 0.250 8.63 1.51 0.050 O 1 1 0.13 0.333 17.43 3.69 0.122 O 1 1 0.32 0.417 28.23 7.30 0.241 OI 1 1( 0.63 0.500 34.25 11.74 0.391 OI 1 1.01 0.583 38.18 15.17 0.548 OI 1 1.21 0.667 40.73 18.57 0.703 OI 1 1.40 0.750 42.57 21.80 0.851 OI 1I 1.59 0.833 43.88 24.80 0.988 10 1 1.76 0.917 44.80 27.54 1.113 10 1I 1.92 1.000 45.57 29.62 1.228 JOI I 2.03 1.083 46.25 31.02 1.335 JOI 2.11 1.167 46.82 32.35 1.437 JOI I 2.18 1.250 47.22 33.61 1.534 JOI I 2.25 1.333 47.55 34.79 1.625 JOI I I 2.31 1.417 47.79 35.90 1.710 JOI I I I 2.37 1.500 47.99 36.93 1.789 JOI I 2.43 1.583 48.19 37.89 1.862 JOI 2.48 1.667 48.38 38.78 1.931 JOI ( 2.53 1.750 48.55 39.61 1.995 10I I I 2.57 1.833 48.72 40.39 2.054 JOI I ( 2.62 1.917 48.90 41.11 2.110 JOI I ( I 2.65 2.000 49.08 41.79 2.162 JOI I I 2.69 2.083 49.25 42.42 2.210 JOI 2.73 2.167 49.41 43.01 2.256 JOI 2.76 2.250 49.56 43.57 2.298 JOI 2.79 2.333 49.71 44.09 2.338 JOI 2.82 2.417 49.84 44.58 2.376 (OI I I 2.84 2.500 49.98 45.04 2.411 1 O I ( 2.87 2.583 50.12 45.47 2.444 1 O I 2.89 2.667 50.26 45.87 2.475 I O I 2.91 2.750 50.40 46.26 2.504 O I 2.93 2.833 50.55 46.62 2.532 O ( 2.95 2.917 50.69 46.96 2.559 O ( 2.97 3.000 50.83 47.29 2.584 O 2.99 3.083 50.98 47.59 2.608 1 O I I 3.00 3.167 51.13 47.85 2.631 1 0 3.01 3.250 51.28 48.11 2.653 0 ( 3.02 3.333 51.43 48.36 2.674 O 3.03 3.417 51.58 48.60 2.695 O I I I 3.04 3.500 51.74 48.83 2.716 0 3.04 3.583 51.89 49.06 2.735 0 ( 3.05 3.667 52.05 49.28 2.755 0 ( 3.06 3.750 52.21 49.50 2.773 0 ( 3.07 3.833 52.37 49.71 2.792 0 I 3.07 3.917 52.53 49.92 2.810 0 3.08 4.000 52.69 50.12 2.828 0 3.09 4.083 52.86 50.33 2.845 0 ( 3.09 4.167 53.02 50.52 2.863 0 I 3.10 4.250 53.19 50.72 2.880 0 3.11 4.333 53.36 50.92 2.897 0 I 3.11 4.417 53.53 51.11 2.914 0 ( 3.12 4.500 53.70 51.30 2.930 0 3.12 4.583 53.88 51.49 2.947 0 I 3.13 4.667 54.05 51.68 2.963 0 ( 3.14 4.750 54.23 51.87 2.979 0 3.14 4.833 54.41 52.05 2.996 0 3.15 4.917 54.60 52.24 3.012 I 0 I I 3.16 5.000 54.78 52.43 3.028 O 3.16 5.083 54.97 52.61 3.044 O 3.17 5.167 55.15 52.80 3.061 0 3.17 5.250 55.34 52.99 3.077 0 3.18 5.333 55.53 53.17 3.093 0 3.19 5.417 55.73 53.36 3.109 0 3.19 5.500 55.93 53.55 3.126 0 3.20 5.583 56.13 53.74 3.142 ( O I 3.20 5.667 56.32 53.93 3.158 ( 0 I 3.21 5.750 56.53 54.12 3.175 0 I 3.22 5.833 56.73 54.31 3.192 0 3.22 5.917 56.94 54.50 3.208 O 3.23 6.000 57.15 54.70 3.225 0 3.24 6.083 57.37 54.89 3.242 0 3.24 6.167 57.58 55.09 3.259 O ( 3.25 6.250 57.80 55.29 3.277 0 I 3.26 6.333 58.02 55.49 3.294 0 3.26 6.417 58.24 55.69 3.311 O I 3.27 6.500 58.47 55.89 3.329 0 3.28 6.583 58.70 56.10 3.347 I O I I I 3.28 6.667 58.93 56.30 3.365 0 I I 3.29 6.750 59.16 56.51 3.383 0 ( 3.30 6.833 59.40 56.72 3.401 ( 0 3.30 6.917 59.64 56.94 3.420 0 3.31 7.000 59.88 57.15 3.439 O I I 3.32 7.083 60.13 57.37 3.458 0 3.32 7.167 60.38 57.59 3.477 I 0 3.33 7.250 60.64 57.81 3.496 0 3.34 7.333 60.89 58.04 3.516 0 3.35 7.417 61.15 58.27 3.535 O 3.35 7.500 61.41 58.50 3.555 O 3.36 7.583 61.68 58.73 3.576 O I 3.37 7.667 61.95 58.96 3.596 I O ( ( 3.38 7.750 62.23 59.20 3.617 ( 0 ( 3.38 7.833 62.50 59.44 3.638 0 I 3.39 ,. 7.917 62.79 59.69 3.659 0 ( 3.40 8.000 63.07 59.93 3.680 0 3.41 00", 8.083 63.37 60.19 3.702 0 ( ( 3.42 lire 8.167 63.66 60.44 3.724 ( 0 I I 3.42 8.250 63.96 60.70 3.747 0 3.43 8.333 64.26 60.96 3.769 0 3.44 8.417 64.57 61.22 3.792 I 0 I I 3.45 8.500 64.88 61.49 3.815 0 ( ( 3.46 8.583 65.21 61.76 3.839 0 3.47 8.667 65.53 62.03 3.863 0 3.48 8.750 65.86 62.31 3.887 0 3.49 8.833 66.19 62.60 3.912 I O 3.49 8.917 66.53 62.88 3.937 0 3.50 9.000 66.87 63.17 3.962 0 3.51 9.083 67.22 63.47 3.987 0 ( 3.52 9.167 67.58 63.77 4.013 0I 3.53 9.250 67.94 64.07 4.040 ( 02 I 3.54 9.333 68.31 64.38 4.067 OI 3.55 9.417 68.68 64.70 4.094 OI 3.56 9.500 69.06 65.01 4.122 OI 3.57 9.583 69.45 65.34 4.150 OI I 3.58 9.667 69.84 65.67 4.178 OI ( 3.60 9.750 70.25 66.00 4.207 OI ( ( 3.61 9.833 70.65 66.34 4.237 02 3.62 9.917 71.08 66.68 4.267 OI 3.63 10.000 71.50 67.04 4.297 OI I ( 3.64 10.083 71.93 67.39 4.328 OI 3.65 10.167 72.37 67.76 4.360 0 3.66 10.250 72.83 68.12 4.392 0 I I 3.68 10.333 73.28 68.50 4.425 0 3.69 10.417 73.75 68.88 4.458 0 ( 3.70 10.500 74.23 69.27 4.492 0 3.71 10.583 74.72 69.67 4.526 ( 0 I 3.73 10.667 75.21 70.07 4.561 0 3.74 10.750 75.73 70.48 4.597 0 3.75 10.833 76.24 70.90 4.633 0 3.77 10.917 76.78 71.33 4.671 0 I 3.78 11.000 77.31 71.77 4.708 0 3.80 11.083 77.88 72.21 4.747 0 I 3.81 11.167 78.44 72.66 4.786 0 3.83 11.250 79.02 73.13 4.827 ' 0 3.84 11.333 79.61 73.60 4.868 0 I I 3.86 11.417 80.23 74.08 4.909 0 I 3.87 11.500 80.85 74.57 4.952 10 I I I I 3.89 11.583 81.50 75.08 4.996 0 ( 3.90 11.667 82.14 75.59 5.041 0 I 3.92 11.750 82.83 76.12 5.086 0 ( 3.94 11.833 83.51 76.65 5.133 0 ( 3.96 11.917 84.23 77.20 5.181 0 I I 3.97 12.000 84.95 77.77 5.230 0 I I I I 3.99 12.083 85.66 78.27 5.280 ( 0 I 4.01 12.167 86.24 78.73 5.331 I 0 I I 4.02 12.250 86.71 79.19 5.383 0 I 4.03 12.333 86.95 79.64 5.434 0 4.05 12.417 87.11 80.09 5.483 0 I 4.06 12.500 87.58 80.52 5.532 0 I 4.07 12.583 88.24 80.96 5.581 I 0 I I 4.08 , 12.667 89.00 81.42 5.633 0 ( 4.09 12.750 89.86 81.90 5.686 I O I I I I 4.11 12.833 90.76 82.40 5.742 I OI ( I I I 4.12 ,. 12.917 91.75 82.93 5.802 I OI I I I I 4.14 13.000 92.76 83.48 5.864 I OI I I I 4.15 13.083 93.84 84.07 5.929 I 0I I I I i 4.17 13.167 94.94 84.68 5.998 I OI I I I I 4.19 13.250 96.12 85.33 6.071 I OI I I I I 4.20 13.333 97.33 86.01 6.147 I OI I I I I 4.22 13.417 98.62 86.73 6.227 I OI I I I I 4.24 13.500 99.94 87.48 6.311 I 0I I I I I 4.26 13.583 101.35 88.26 6.399 I OI I i I (. 4.29 13.667 102.79 89.09 6.491 I OI I I I I 4.31 13.750 104.33 89.95 6.588 I 0I I I I I 4.33 13.833 105.91 90.86 6.689 I 0 I I I I 4.36 13.917 107.60 91.80 6.795 ( 0 I I I I 4.38 14.000 109.34 92.80 6.907 I 0 I I I I 4.41 14.083 111.28 93.84 7.024 I 0 ( I I I 4.44 14.167 113.41 94.95 7.147 I OI I ( I I 4.47 14.250 115.88 96.12 7.279 I OI I I I I 4.50 14.333 118.70 97.39 7.420 I OI I I I I 4.54 14.417 121.85 98.75 7.573 I OI I I I I 4.58 14.500 124.73 100.22 7.737 I OI I I I I 4.62 14.583 127.68 101.77 7.911 I OI I I I I 4.66 14.667 130.64 103.40 8.094 I OI I I I I 4.71 14.750 133.83 105.13 8.286 I OI I I I I 4.75 14.833 137.13 106.94 8.489 I 0 I I I I I 4.80 14.917 140.75 108.85 8.703 I 0 I I I I I 4.86 15.000 144.58 110.87 8.929 I 0 I I I I I 4.91 15.083 148.84 113.00 9.169 I OI I I I I 4.97 15.167 153.42 114.91 9.425 I 0I ( I I I 5.03 15.250 158.57 116.65 9.702 I 0 II I I I 5.08 15.333 164.19 118.55 10.003 I 0 II I I I 5.14 15.417 169.78 120.61 10.330 I 0 II I I I 5.20 15.500 174.03 122.79 10.675 I 0 I) I I I 5.27 15.583 176.81 125.02 11.030 ( 0 II I I ( 5.33 15.667 176.88 127.22 11.379 I 0 II I I I 5.40 15.750 177.02 129.33 11.715 I 0 II I I I 5.46 15.833 185.18 131.53 12.064 I 0 I I I I 5.53 15.917 201.41 134.15 12.480 I 0 I I I I 5.61 16.000 229.75 137.61 13.029 I 0 I I ( I I 5.72 16.083 298.43 142.98 13.881 I O I I I I I 5.88 16.167 412.46 153.31 15.309 I 0 I I I I I 6.14 16.250 546.47 170.80 17.495 I OI I I I 6.52 16.333 685.50 193.25 20.484 I 0 I ( I I 7.04 16.417 720.33 197.38 23.980 I 0 I I I 7.63 16.500 512.00 200.65 26.853 ( 0 I I I I 8.11 16.583 399.08 202.41 28.602 I 0 II I I 8.40 16.667 323.44 203.50 29.692 I IO I I I I 8.58 16.750 280.73 204.18 30.369 I IO I I I I 8.70 16.833 244.84 204.58 30.771 I IOI I I I 8.76 16.917 217.30 204.76 30.953 I IO I I I 8.79 17.000 199.73 204.79 30.979 I IO ( I I 8.80 17.083 184.93 204.70 30.893 I IO I I I 8.78 17.167 171.12 204.52 30.710 I IIO I I I 8.75 17.250 155.67 204.23 30.428 I I IO I I I 8.71 17.333 144.58 203.86 30.057 I I IO I ( I 8.64 yam, 17.417 133.90 203.42 29.613 1 I IO 1 1 I 8.57 17.500 126.82 202.92 29.112 I IO 1 I I 8.49 17.583 121.40 202.37 28.571 I 0 I I 8.40 1*90 17.667 116.73 201.80 27.999 I 0 8.30 17.750 112.10 201.20 27.399 ( I 0 I 8.20 17.833 108.35 200.58 26.775 I 0 8.10 17.917 105.44 199.92 26.132 I 0 7.99 18.000 102.43 199.14 25.473 I 0 7.88 18.083 98.96 198.35 24.798 I 0 7.76 18.167 96.24 197.53 24.107 I 0 7.65 18.250 93.81 196.70 23.404 I 0 ( 7.53 18.333 92.07 195.86 22.692 I 0 7.41 18.417 90.19 195.01 21.974 I 0 7.29 18.500 88.69 194.16 21.250 I 0 ( 7.17 18.583 87.19 193.30 20.521 I I 0 7.04 18.667 85.72 189.24 19.800 I 0 6.92 18.750 84.29 183.65 19.101 I 0 6.80 18.833 82.92 178.28 18.430 1 I 01 1 1 1 6.68 18.917 81.60 173.13 17.787 ( I 01 1 1 ( 6.57 19.000 80.34 168.19 17.169 I 01 1 1 1 6.46 19.083 79.14 163.45 16.576 1 I 01 1 1 1 6.36 19.167 77.99 158.90 16.007 1 I 01 6.26 19.250 76.89 154.53 15.461 I I 0 6.16 19.333 75.83 150.34 14.937 I 0 6.07 19.417 74.82 146.46 14.434 I 0 I ( I 5.98 19.500 73.84 143.40 13.948 I 0 5.89 19.583 72.91 140.42 13.476 I 0 5.80 19.667 72.01 137.54 13.018 I 0 ( 5.71 19.750 71.15 134.74 12.573 ( I 0 ( 5.63 19.833 70.32 132.02 12.142 I 0 5.55 „. 19.917 69.51 129.39 11.723 I 0 5.47 20.000 68.74 126.83 11.317 I I 0 5.39 20.083 68.00 124.35 10.923 I I 0 I 5.31 20.167 67.27 121.94 10.540 I 0 I 5.24 20.250 66.58 119.60 10.170 I 0 5.17 20.333 65.90 117.34 9.810 I 0 ( 5.10 20.417 65.25 115.14 9.461 I I 0 5.03 20.500 64.61 112.61 9.124 I 0 I ( 4.96 20.583 63.99 109.72 8.801 ( I O 4.88 20.667 63.40 106.98 8.494 ( I 0 4.80 20.750 62.82 104.36 8.201 I 0 ( ( 4.73 20.833 62.25 101.86 7.921 I I 0 I 4.66 20.917 61.70 99.48 7.655 I 0 I ( ( 4.60 21.000 61.17 97.21 7.400 I 0 I I 4.53 21.083 60.65 95.04 7.158 I I 0 4.47 21.167 60.15 92.98 6.926 I 0 4.42 21.250 59.66 91.00 6.705 ( I 0 ( 4.36 21.333 59.18 89.12 6.494 IO 4.31 21.417 58.71 87.32 6.293 IO I ( 4.26 21.500 58.25 85.59 6.100 IO 4.21 21.583 57.81 83.95 5.916 I IO 4.17 21.667 57.38 82.38 5.740 IO ( 4.12 21.750 56.95 80.87 5.571 IO 4.08 21.833 56.54 79.43 5.410 IO 4.04 21.917 56.13 78.05 5.256 ( IO I ( 4.00 22.000 55.74 76.38 5.109 IO 3.95 22.083 55.35 74.79 4.971 IO 3.89 ice,,. 22.167 54.97 73.30 4.841 IO ( ( 3.85 22.250 54.60 71.88 4.719 IO I 3.80 22.333 54.24 70.55 4.603 IO 3.76 22.417 53.88 69.29 4.494 I IO I ( ' 3.71 22.500 53.53 68.11 4.390 IO 3.68 22.583 53.19 66.98 4.293 I O 3.64 22.667 52.86 65.92 4.200 0 I 3.60 22.750 52.53 64.91 4.113 0 3.57 22.833 52.21 63.95 4.030 0 3.54 22.917 51.89 63.05 3.951 0 3.51 23.000 51.58 62.18 3.876 0 3.48 23.083 51.28 61.36 3.805 0 3.45 23.167 50.98 60.58 3.737 0 3.43 23.250 50.69 59.84 3.672 I 0 3.40 23.333 50.40 59.13 3.611 0 ( 3.38 23.417 50.12 58.46 3.552 0 3.36 23.500 49.84 57.81 3.496 0 3.34 23.583 49.57 57.19 3.442 0 3.32 23.667 49.30 56.60 3.391 0 I I 3.30 23.750 49.04 56.03 3.341 0 I 3.28 23.833 48.78 55.49 3.294 I 0 3.26 23.917 48.52 54.97 3.249 0 3.24 24.000 48.27 54.47 3.205 0 I 3.23 24.083 47.25 53.96 3.161 0 ( 3.21 24.167 44.34 53.33 3.107 IIO I 3.19 24.250 38.95 52.44 3.029 JIO 3.16 24.333 30.00 51.07 2.910 (IO I 3.12 24.417 19.10 49.05 2.735 I 0 3.05 24.500 13.07 46.42 2.517 I 0 I I 2,94 w 24.583 9.15 43.38 2.284 IO I I 2.78 24.667 6.65 40.34 2.050 IO 2.61 24.750 4.88 37.37 1.822 IO 2.45 24.833 3.66 34.53 1.604 IO ( 2.30 24.917 2.83 31.84 1.398 IO I 2.15 25.000 2.15 29.32 1.205 IO I 2,02 25.083 1.59 25.68 1.028 IO 1.81 25.167 1.12 22.27 0.872 0 ( 1.62 25.250 0.83 19.29 0.736 0 I 1.44 25.333 0.62 16.69 0.617 0 1.30 25.417 0.51 14.43 0.514 0 I 1.17 25.500 0.42 12.47 0.424 0 I 1.06 25.583 0.35 10.53 0.348 0 I I I I 0,92 25.667 0.28 8.60 0.284 0 0.75 25.750 0.24 7.03 0.232 0 0.61 25.833 0.19 5.74 0.190 0 0.50 25.917 0.14 4.69 0.155 0 0.41 26.000 0.09 3.83 0.126 0 0.33 26.083 0.06 3.12 0.103 0 I 0,27 26.167 0.03 2.54 0.084 0 0,22 26.250 0.01 2.06 0.068 0 I I I I 0.18 26.333 0.00 1.67 0.055 0 0.15 26.417 0.00 1.36 0.045 0 ( 0.12 26.500 0.00 1.10 0.036 0 0.10 26.583 0.00 0.89 0.030 0 0.08 26.667 0.00 0.73 0.024 0 0.06 26.750 0.00 0.59 0.019 0 I I I 0.05 26.833 0.00 0.48 0.016 0 ( 0.04 26.917 0.00 0.39 0.013 0 0.03 8 27.000 0.00 0.31 0.010 O 0.03 27.083 0.00 0.25 0.008 O I I 0.02 27.167 0.00 0.21 0.007 O ( 0.02 27.250 0.00 0.17 0.006 O 0.01 27.333 0.00 0.14 0.004 O 0.01 27.417 0.00 0.11 0.004 O ( 0.01 27.500 0.00 0.09 0.003 O ( 0.01 27.583 0.00 0.07 0.002 O 0.01 27.667 0.00 0.06 0.002 O 0.01 27.750 0.00 0.05 0.002 O 0.00 27.833 0.00 0.04 0.001 O ( 0.00 27.917 0.00 0.03 0.001 O 0.00 28.000 0.00 0.03 0.001 O 0.00 28.083 0.00 0.02 0.001 O 0.00 28.167 0.00 0.02 0.001 O 0.00 28.250 0.00 0.01 0.000 O ( 0.00 28.333 0.00 0.01 0.000 O 0.00 28.417 0.00 0.00 0.000 O ( ( 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 340 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 204.787 (CFS) Total volume = 176.341 (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 - 2005 Study date: 07/10/06 Valley Trails Routed Condition 100 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: vtraild.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 314 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 872.266 (CFS) Total volume = 240.711 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 I%W 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 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 314 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+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.380 11.500 0.340 0.420 1.000- 2.000 1.180 29.000 1.080 1.280 Nftw 3.000 2.600 47.500 2.436 2.764 4.000 5.250 78.000 4.981 5.519 5.000 9.280 114.000 8.887 9.673 6.000 14.520 147.000 14.014 15.026 7.000 20.270 193.000 19.605 20.935 8.000 26.200 200.000 25.511 26.889 9.000 32.190 206.000 31.481 32.899 10.000 38.390 210.000 37.667 39.113 11.000 44.730 214.000 43.993 45.467 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 218.1 436.13 654.20 872.27 (Ft.) 0.083 1.19 0.11 0.004 0 1 1 1I 0.01 0.167 5.32 0.71 0.023 0 0.06 0.250 13.36 2.34 0.077 0 ( 0.20 0.333 27.32 5.73 0.189 OI I 0.50 0.417 42.80 11.27 0.372 OI I I 0.98 0.500 51.13 16.33 0.601 OI 1.28 0.583 56.66 21.59 0.841 0 I I ( 1.58 0.667 60.22 26.75 1.077 0 I I 1.87 0.750 62.75 30.61 1.303 JOI 1 2.09 0.833 64.51 33.44 1.521 JOI I 2.24 0.917 65.80 36.17 1.730 JOI 1 2.39 1.000 66.89 38.76 1.929 JOI I 1 2.53 1.083 67.83 41.21 2.117 JOI I 1I 2.66 1.167 68.57 43.53 2.295 JOI 1I 2.79 1.250 69.12 45.70 2.462 JOI I 2.90 1.333 69.53 47.71 2.618 JOI 3.01 1.417 69.83 49.38 2.764 JOI 3.06 1.500 70.11 50.95 2.900 IOI I 3.11 1.583 70.38 52.42 3.028 JOI ( 3.16 1.667 70.63 53.80 3.147 JOI 3.21 1.750 70.86 55.09 3.260 0 I 3.25 1.833 71.11 56.30 3.365 O I 3.29 1.917 71.36 57.44 3.464 O I I 3.33 2.000 71.60 58.51 3.557 0 3.36 2.083 71.81 59.52 3.644 0 I I 3.39 2.167 72.02 60.46 3.726 0 3.43 2.250 72.23 61.35 3.804 0 I I 3.45 2.333 72.41 62.19 3.876 0 3.48 2.417 72.60 62.98 3.945 0 3.51 2.500 72.78 63.72 4.009 0 3.53 2.583 72.97 64.41 4.070 0 3.55 2.667 73.16 65.07 4.127 0 3.58 2.750 73.35 65.70 4.181 0 ( 3.60 2.833 73.54 66.29 4.232 ( 0 ( 3.62 2.917 73.73 66.85 4.281 O 3.63 3.000 73.93 67.38 4.327 0 I ( 3.65 3.083 74.13 67.89 4.371 0 3.67 - 3.167 74.32 68.37 4.413 1 0 ( 3.68 3.250 74.53 68.83 4.453 0 I 3.70 3.333 74.73 69.27 4.492 0 I ( 3.71 3.417 74.93 69.70 4.529 ( 0 ( I 3.73 3.500 75.14 70.10 4.564 0 ( ' 3.74 3.583 75.35 70.50 4.598 0 ( 3.75 3.667 75.56 70.87 4.631 0 I 3.77 3.750 75.77 71.24 4.663 0 ( I 3.78 3.833 75.98 71.59 4.693 0 I 3.79 3.917 76.20 71.94 4.723 0 I I 3.80 4.000 76.42 72.27 4.752 I 0 ( 3.81 4.083 76.64 72.59 4.780 0 I I 3.82 4.167 76.86 72.91 4.808 0 I 3.83 4.250 77.09 73.22 4.835 0 I I 3.84 4.333 77.31 73.52 4.861 0 3.85 4.417 77.54 73.82 4.887 0 3.86 4.500 77.77 74.11 4.912 0 I I 3.87 4.583 78.01 74.40 4.937 I 0 I 3.88 4.667 78.24 74.69 4.962 0 3.89 4.750 78.48 74.97 4.986 0 3.90 4.833 78.72 75.24 5.011 0 ( 3.91 4.917 78.97 75.52 5.034 0 I I 3.92 5.000 79.21 75.79 5.058 0 f 3.93 5.083 79.46 76.06 5.082 0 ( 3.94 5.167 79.71 76.33 5.105 0 ( I 3.95 5.250 79.97 76.60 5.128 0 ( 3.95 5.333 80.22 76.86 5.151 0 3.96 5.417 80.48 77.13 5.174 0 I 3.97 5.500 80.74 77.40 5.197 0 3.98 5.583 81.01 77.66 5.221 0 3.99 5.667 81.28 77.93 5.244 I 0 4.00 5.750 81.55 78.15 5.267 0 4.00 5.833 81.82 78.36 5.290 OI 4.01 5.917 82.10 78.58 5.314 10I 4.02 6.000 82.38 78.79 5.339 OI I 4.02 6.083 82.66 79.02 5.364 OI 4.03 6.167 82.95 79.24 5.389 OI ( 4.03 6.250 83.24 79.47 5.415 02 4.04 6.333 83.53 79.71 5.441 OI 4.05 6.417 83.83 79.94 5.468 OI 4.05 6.500 84.13 80.18 5.495 OI 4.06 6.583 84.43 80.43 5.522 I OI I I I I 4.07 6.667 84.74 80.68 5.550 02 4.07 6.750 85.05 80.93 5.578 OI I ( I I 4.08 6.833 85.37 81.18 5.606 OI I 4.09 6.917 85.69 81.44 5.635 OI I 4.10 7.000 86.01 81.71 5.665 02 4.10 7.083 86.34 81.97 5.695 0 4.11 7.167 86.67 82.24 5.725 0 4.12 7.250 87.01 82.52 5.756 I 0 I I 4.13 7.333 87.34 82.80 5.787 0 I 4.13 7.417 87.69 83.08 5.818 0 I 4.14 7.500 88.04 83.36 5.850 0 I 4.15 7.583 88.39 83.65 5.883 0 4.16 7.667 88.75 83.95 5.916 0 ( I 4.17 7.750 89.12 84.24 5.949 0 4.17 7.833 89.48 84.55 5.983 I 0 I 4.18 °,,. 7.917 89.86 84.85 6.017 0 ( 4.19 8.000 90.23 85.16 6.052 0 4.20 8.083 90.62 85.48 6.087 0 4.21 8.167 91:01 85.79 6.123 0 ( 4.22 8.250 91.41 86.12 6.159 0 4.23 8.333 91.81 86.45 6.195 0 4.23 8.417 92.22 86.78 6.233 0 4.24 8.500 92.63 87.11 6.270 0 I 4.25 8.583 93.05 87.46 6.309 0 4.26 8.667 93.47 87.80 6.347 0 ( 4.27 8.750 93.91 88.15 6.387 0 4.28 8.833 94.34 88.51 6.427 0 4.29 8.917 94.79 88.87 6.467 O 4.30 9.000 95.24 89.24 6.508 0 ( 4.31 9.083 95.71 89.61 6.550 0 4.32 9.167 96.17 89.99 6.592 0 4.33 9.250 96.65 90.37 6.635 0 4.34 9.333 97.13 90.76 6.679 0 4.35 9.417 97.63 91.16 6.723 0 4.37 9.500 98.13 91.56 6.768 0 ( 4.38 9.583 98.64 91.97 6.813 0 4.39 9.667 99.15 92.38 6.860 ( 0 4.40 9.750 99.69 92.80 6.907 0 4.41 9.833 100.22 93.23 6.954 0 4.42 9.917 100.77 93.66 7.003 I O 4.43 10.000 101.32 94.10 7.052 0 I 4.45 10.083 101.89 94.55 7.103 I 0 I I 4.46 10.167 102.47 95.00 7.154 I 0 4.47 10.250 103.06 95.47 7.205 0 ( 4.49 10.333 103.66 95.94 7.258 0 4.50 10.417 104.27 96.42 7.312 0 4.51 10.500 104.89 96.90 7.366 0 4.53 10.583 105.53 97.40 7.422 ( 0 4.54 10.667 106.18 97.91 7.478 0 I 4.55 10.750 106.85 98.42 7.536 0 I 4.57 10.833 107.52 98.94 7.594 0 I 4.58 10.917 108.22 99.48 7.654 0 4.60 11.000 108.92 100.02 7.715 0 4.61 11.083 109.65 100.57 7.777 I 0I I I 4.63 11.167 110.38 101.14 7.840 OI ( 4.64 11.250 111.15 101.71 7.904 0I 4.66 11.333 111.91 102.30 7.970 I OI I ( I I 4.67 11.417 112.71 102.89 8.037 OI 4.69 11.500 113.52 103.50 8.105 OI 4.71 11.583 114.36 104.13 8.175 OI ( ( 4.73 11.667 115.20 104.76 8.246 0I 4.74 11.750 116.08 105.41 8.319 OI 4.76 11.833 116.97 106.08 8.393 ( 0I 4.78 11.917 117.90 106.75 8.469 0I I ( I 4.80 12.000 118.83 107.45 8.546 0I I 4.82 12.083 119.69 108.15 8.625 OI 4.84 12.167 120.25 108.86 8.704 0I 4.86 12.250 120.45 109.54 8.781 0 I I 4.88 12.333 120.04 110.18 8.853 0 4.89 12.417 119.54 110.75 8.917 0 4.91 12.500 119.80 111.29 8.976 0 I 4.92 12.583 120.41 111.81 9.035 0 ( 4.94 ,, 12.667 121.25 112.35 9.096 0 4.95 12.750 122.26 112.91 9.158 0 I I 4.97 12.833 123.37 113.50 9.225 0 ( 4.99 `Ikftw 12.917 124.60 114.09 9.295 0 I 5.00 13.000 125.87 114.57 9.370 0 I 5.02 13.083 127.24 115.07 9.451 0 5.03 13.167 128.65 115.62 9.537 0 5.05 13.250 130.17 116.21 9.630 I 0 ( 5.07 13.333 131.73 116.83 9.730 0 I I 5.09 13.417 133.40 117.50 9.836 0 5.11 13.500 135.11 118.21 9.949 I 0 5.13 13.583 136.93 118.97 10.069 OI ( 5.15 13.667 138.80 119.77 10.196 0I 5.17 13.750 140.78 120.62 10.331 0I 5.20 13.833 142.83 121.52 10.474 ( OI I 5.23 13.917 145.01 122.47 10.625 OI 5.26 14.000 147.27 123.48 10.785 OI 5.29 14.083 149.76 124.54 10.953 OI 5.32 14.167 152.54 125.67 11.133 I OI I I 5.35 14.250 155.75 126.88 11.325 OI 5.39 14.333 159.46 128.18 11.532 0I 5.43 14.417 163.49 129.59 11.756 OI I 5.47 14.500 167.18 131.11 11.997 I 0 I ( I 5.52 14.583 170.94 132.72 12.253 0 I 5.57 14.667 174.75 134.43 12.523 0 I 5.62 14.750 178.81 136.22 12.809 0 I I 5.67 14.833 183.05 138.12 13.110 OI ( 5.73 14.917 187.67 140.13 13.429 OI I I I 5.79 15.000 192.59 142.25 13.766 0 II I 5.86 15.083 198.02 144.50 14.123 0 Il 5.92 15.167 203.88 146.90 14.504 0 II 6.00 15.250 210.44 150.10 14.908 0 Il 6.07 15.333 217.63 153.53 15.336 0 Il 6.14 15.417 224.52 157.15 15.789 0 I 6.22 15.500 229.18 160.89 16.256 0 I 6.30 15.583 231.13 164.60 16.720 0 I 6.38 15.667 228.32 168.10 17.157 0 I 6.46 15.750 226.69 171.28 17.555 0 I 6.53 15.833 236.62 174.52 17.960 0 I 6.60 15.917 256.81 178.39 18.444 0 (I 6.68 16.000 292.86 183.56 19.090 ( 0 1 I 6.79 16.083 379.33 191.74 20.112 I Ol I 1 6.97 16.167 525.13 194.92 21.895 ( Ol I I 7.27 16.250 693.84 198.28 24.739 I Ol ( (I 7.75 16.333 872.27 202.56 28.752 Ol I 8.43 16.417 869.41 206.74 33.340 Ol Il 9.19 16.500 613.06 209.11 37.013 ( OI I I 9.78 16.583 484.20 210.60 39.346 Ol lI 110.15 16.667 397.56 211.60 40.928 Ol I 1 10.40 16.750 348.02 212.30 42.036 Ol I 1 10.58 16.833 306.64 212.80 42.827 0l I 1 10.70 16.917 275.85 213.14 43.366 Ol I 1 10.78 17.000 255.60 213.37 43.727 OlI 1 10.84 17.083 237.21 213.51 43.954 OI 10.88 17.167 218.94 213.57 44.054 OI 10.89 17.250 201.69 213.56 44.032 Ol I 10.89 17.333 187.54 213.48 43.901 IOl 10.87 17.417 175.22 213.34 43.681 IOl 10.83 17.500 167.55 213.16 43.393 ( IOl I I 10.79 17.583 160.84 212.94 43.056 I O! I 10.74 'wrrr 17.667 154.82 212.70 42.677 I I Ol I 10.68 17.750 149.15 212.44 42.260 I Ol 10.61 17.833 144.92 212.16 41.811 I 0l 10.54 17.917 141.06 211.86 41.335 I Ol I ( 10.46 18.000 136.56 211.54 40.833 I 0l 10.39 18.083 132.49 211.21 40.304 I 01 10.30 18.167 129.25 210.86 39.752 I 01 10.21 18.250 126.92 210.50 39.183 I 01 ( 10.13 18.333 124.82 210.13 38.602 I 01 ( 10.03 18.417 123.85 209.76 38.012 I 01 I 9.94 18.500 122.34 209.37 37.416 I 01 9.84 18.583 120.70 208.98 36.813 I 01 I 9.75 18.667 118.97 208.59 36.200 I 01 9.65 18.750 117.26 208.19 35.578 I 01 9.55 18.833 115.57 207.78 34.948 I 01 9.44 18.917 113.93 207.37 34.309 I 01 9.34 19.000 112.36 206.95 33.661 I 01 ( 9.24 19.083 110.85 206.53 33.006 ( I 01 ( 9.13 19.167 109.40 206.10 32.343 I 01 I ( I 9.02 19.250 108.00 205.48 31.675 I 01 8.91 19.333 106.65 204.81 31.001 I 01 8.80 19.417 105.34 204.13 30.323 I 01 8.69 19.500 104.09 203.45 29.641 I 01 I I 8.57 19.583 102.88 202.76 28.954 I 01 ( 8.46 19.667 101.72 202.07 28.265 I 01 8.34 19.750 100.60 201.37 27.572 I 01 I 8.23 19.833 99.52 200.68 26.877 I 01 8.11 19.917 98.49 199.98 26.179 I 01 8.00 20.000 97.48 199.15 25.480 I 01 7.88 20.083 96.51 198.32 24.779 I 01 7.76 20.167 95.57 197.49 24.077 I 01 ' 7.64 20.250 94.66 196.67 23.375 I 01 I I 7.52 20.333 93.77 195.84 22.672 I 01 7.41 20.417 92.91 195.01 21.969 I I 01 I 7.29 20.500 92.08 194.18 21.266 I 01 I 7.17 20.583 91.28 193.35 20.563 I 01 I 7.05 20.667 90.49 189.80 19.870 I 0 ( 6.93 20.750 89.73 184.45 19.202 I 0 6.81 20.833 88.99 179.35 18.564 I 0 I 6.70 20.917 88.27 174.49 17.956 I 0 I 6.60 21.000 87.57 169.85 17.376 I 0 6.50 21.083 86.88 165.42 16.822 I 0 6.40 21.167 86.22 161.19 16.294 I 0 6.31 21.250 85.57 157.15 15.789 I 0 ( I 6.22 21.333 84.93 153.30 15.307 I 0 6.14 21.417 84.32 149.61 14.847 I 0 I 6.06 21.500 83.71 146.28 14.406 I 0 5.98 21.583 83.13 143.62 13.983 I 0 ( 5.90 21.667 82.55 141.04 13.573 I 0 5.82 21.750 81.99 138.54 13.177 I 0 5.74 21.833 81.44 136.13 12.794 I 0 I 5.67 21.917 80.90 133.80 12.423 ( I 0 ( 5.60 22.000 80.38 131.54 12.065 I 0 5.53 22.083 79.86 129.36 11.718 I 0 5.47 iirwr 22.167 79.36 127.24 11.383 I 0 5.40 22.250 78.87 125.20 11.059 I 0 ( I 5.34 22.333 78.38 123.22 10.745 I 0 5.28 S%MW 22.417 77.91 121.31 10.441 I 0 ( I ( 5.22 22.500 77.45 119.46 10.147 I 0 5.17 22.583 76.99 117.66 9.862 I 0 5.11 22.667 76.55 115.93 9.586 I 0 I 5.06 22.750 76.11 114.25 9.319 ( I 0 5.01 22.833 75.68 112.06 9.063 I 0 4.95 22.917 75.26 109.87 8.818 I 0 4.89 23.000 74.84 107.80 8.585 IO I 4.83 23.083 74.44 105.82 8.364 IO I 4.77 23.167 74.04 103.93 8.153 IO 4.72 23.250 73.65 102.14 7.952 IO I 4.67 23.333 73.26 100.42 7.760 IO ( ( 4.62 23.417 72.88 98.79 7.578 IO I 4.58 23.500 72.51 97.23 7.403 IO 4.53 23.583 72.15 95.75 7.237 ( IO 4.49 23.667 71.79 94.33 7.078 IO ( I 4.45 23.750 71.43 92.97 6.926 IO I I 4.42 23.833 71.09 91.68 6.781 IO 4.38 23.917 70.74 90.44 6.642 IO 4.35 24.000 70.41 89.25 6.510 IO 4.31 24.083 68.89 88.08 6.379 IO I 4.28 24.167 64.44 86.80 6.236 IO 4.24 24.250 56.13 85.22 6.058 IO 4.20 24.333 41.95 83.06 5.817 1I 0 4.14 24.417 26.37 80.14 5.490 I 0 4.06 24.500 18.02 76.32 5.104 I 0 ( I 3.94 24.583 12.53 71.66 4.700 I 0 I 3.79 �rww 24.667 9.04 67.02 4.296 I 0 I I 3.64 24.750 6.61 62.51 3.904 I 0 3.49 24.833 4.96 58.18 3.528 I 0 3.35 24.917 3.80 54.08 3.172 IO I I 3.22 25.000 2.84 50.21 2.836 IO I 3.09 25.083 2.05 46.45 2.520 IO 2.94 25.167 1.46 42.61 2.225 IO I I 2.74 25.250 1.07 39.06 1.952 IO I 2.54 25.333 0.81 35.79 1.701 IO I I I 2.37 25.417 0.68 32.78 1.470 IO I I 2.20 25.500 0.56 30.02 1.258 IO 2.06 25.583 0.46 26.53 1.067 0 I I 1.86 25.667 0.37 22.87 0.900 0 I 1.65 25.750 0.31 19.71 0.755 0 1.47 25.833 0.24 16.99 0.631 0 1.31 25.917 0.16 14.64 0.523 0 ( 1.18 26.000 0.10 12.60 0.430 0 1.06 26.083 0.05 10.62 0.351 0 0.92 26.167 0.03 8.62 0.285 0 I 0.75 26.250 0.00 7.00 0.231 0 I 0.61 26.333 0.00 5.68 0.188 0 0.49 26.417 0.00 4.61 0.152 0 I I 0.40 26.500 0.00 3.74 0.123 0 0.32 26.583 0.00 3.03 0.100 0 I 0.26 26.667 0.00 2.46 0.081 0 0.21 26.750 0.00 1.99 0.066 0 0.17 26.833 0.00 1.62 0.053 0 I 0.14 `w� 26.917 0.00 1.31 0.043 0 0.11 N 27.000 0.00 1.07 0.035 0 ( 0.09 27.083 0.00 0.86 0.029 0 ( 0.08 r,r 27.167 0.00 0.70 0.023 0 I I ( 0.06 27.250 0.00 0.57 0.019 0 I I ( 0.05 27.333 0.00 0.46 0.015 0 0.04 27.417 0.00 0.37 0.012 0 I 0.03 27.500 0.00 0.30 0.010 0 0.03 27.583 0.00 0.25 0.008 0 0.02 27.667 0.00 0.20 0.007 0 0.02 27.750 0.00 0.16 0.005 0 I 0.01 27.833 0.00 0.13 0.004 0 0.01 27.917 0.00 0.11 0.004 0 0.01 28.000 0.00 0.09 0.003 0 ( 0.01 28.083 0.00 0.07 0.002 0 ( I 0.01 28.167 0.00 0.06 0.002 0 0.00 28.250 0.00 0.05 0.002 0 0.00 28.333 0.00 0.04 0.001 0 I 0.00 28.417 0.00 0.03 0.001 0 0.00 28.500 0.00 0.02 0.001 0 ( 0.00 28.583 0.00 0.02 0.001 0 ( 0.00 28.667 0.00 0.02 0.001 0 ( ( 0.00 28.750 0.00 0.01 0.000 0 I 0.00 28.833 0.00 0.01 0.000 0 0.00 28.917 0.00 0.00 0.000 0 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 346 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 213.574 (CFS) Total volume = 240.711 (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 Lm DETENTION BASIN VOLUME TABLE m cm Detention Basin Volume Calculation Elevation (FT) Interval (FT) Area (FT12) Volume (FT ^3) Volume (AC -FT) Cumulative AC -FT) 980.0 0 1.0 16702 0.38 0.38 981.0 33,404 1.0 34519 0.79 1.18 982.0 35633 1.0 62055 1.42 2.60 983.0 88477 1.0 115311 2.65 5.25 984.0 142,145 1.0 175507 4.03 9.28 985.0 208,868 1.0 228181 5.24 14.52 986 247,494 1.0 250672 5.75 20.27 987.0 253,849 1.0 256507 5.89 26.16 988.0 259,165 1.0 262860 6.03 32.19 989.0 266,555 1.0 269806 6.19 38.39 990.0 273,056 1.0 276299 6.34 44.73 991.0 279,542 on m WSPG DETENTION BASIN OUTLET e 10 ol I 13 SAH T1 VALLET TRAILS DETENTION BASIN OUTLET 0 5' PIPE T2 T3 SO 1000.000 942.000 1 942.000 R 1450.000 944.925 1 .013 0 R 2550.000 952.075 1 .013 0 R 3820.000 960.330 1 .013 0 R 5320.000 970.080 1 .013 0 R 6820.000 980.000 1 .013 0 WE 6820.000 980.000 2 .200 SH 6820.000 980.000 2 980.000 CD 1 4 1 .000 5.000 .000 .000 .000 .00 CD 2 2 0 .000 15.000 100.000 .000 .000 .00 Q 1.000 .0 Q 50.000 .0 Q 100.000 .0 Q 150.000 .0 Q 200.000 .0 Q 250.000 .0 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch r***,r ,r ,r«* I ,r•x*,r*•,t* *r,t•r,rr* ***r*rxt,r I •,t,rtr»,e,r* I ***•,r,e* I ,rwr•*w* I ,rr,r*+***r I *,t**rr* I «*,t***r* I •*,rt,r*+« I ,rrrr*,r*r I ***rvr** I •,r+«* I «*r**** 1000.000 942.000 .249 942.249 1.00 2.74 .12 942.37 .00 .27 2.18 5.000 .000 .00 1 .0 450.000 .0065 .0065 2.93 .25 1.18 .25 .013 .00 .00 PIPE 1450.000 I I 944.925 I .249 I 945.174 I 1.00 2.74 I .12 I 945.29 .00 I .27 I 2.18 I I 5.000 I .000 .00 I 1 .0 1100.000 .0065 .0065 7.15 .25 1.18 .25 .013 .00 .00 PIPE 2550.000 952.075 .249 952.324 1.00 2.74 .12 952.44 .00 .27 2.18 5.000 .000 .00 1 .0 1270.000 .0065 .0065 8.26 .25 1.18 .25 .013 .00 .00 PIPE 3820.000 960.330 .249 960.579 1.00 2.74 .12 960.70 .00 .27 2.18 5.000 .000 .00 1 .0 1492.892 .0065 .0065 9.70 .25 1.18 .25 .013 .00 .00 PIPE 5312.892 970.034 .249 970.283 1.00 2.74 .12 970.40 .00 .27 2.18 5.000 .000 .00 1 .0 7.108 .0065 .0066 .05 .25 1.18 .25 .013 .00 .00 PIPE 5320.000 I I 970.080 .248 I 970.328 I I 1.00 2.76 I .12 I 970.45 .00 I .27 I 2.17 I 5.000 I I .000 .00 I 1 .0 1489.230 .0066 .0066 9.85 .25 1.19 .25 .013 .00 .00 PIPE 6809.230 979.929 .248 980.177 1.00 2.76 .12 980.29 .00 .27 2.17 5.000 .000 .00 1 .0 -t- 9.029 -I- .0066 -I- -I- -I- -I- -I- .0064 -I- .06 -I- .25 -I- 1.19 .25 -I- -I- .013 -I- .00 .00 1- PIPE 6818.259 979.989 .252 980.241 1.00 2.68 .11 980.35 .00 .27 2.19 5.000 .000 .00 1 .0 1.257 .0066 .0057 .01 .25 1.14 .25 .013 .00 .00 PIPE 6819.517 I I 979.997 .261 I 980.258 I I 1.00 2.56 I .10 I 980.36 .00 I .27 I 2.22 I 5.000 I .000 I .00 I 1 .0 .483 .0066 .0049 .00 .26 1.07 .25 .013 .00 .00 PIPE FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va **r*:*wr+r►*r,+#*rr+r*a*r*«*r««,r,e**�wr,rr*r*w,r,rwx*,erf*,r*rr*,r*r,r***,rxw**x,t*,r:*«***«*a,r*«***x+***,�r***r**,r��*«:w**w,ea+rxw*r+rx*+.*+x *+*rte:r,� 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 Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X-Fall ZR IType Ch *r**rr*** I **,ttt**w* I **,trx**t I trrrw♦*** I wt*t***** I ,rr,t*tr• I ,rr,r�,rr,r I •r****r,tr I rt*r,e*t I ••tt+r+t* I rvr*t�tr*+ I ,rr,r*f*t I ***,ra,rr I vri.ttr Iter*�*** 6820.000 980.000 .271 980.271 1.00 2.42 .09 980.36 .00 .27 2.26 5.000 .000 .00 1 .0 WALL ENTRANCE 6820.000 980.000 .403 980.403 1.00 .02 .00 980.40 .00 .01 100.00 15.000 100.000 .00 0 .0 C) C) FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va Invert I Depth I Water I Q I Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase Wt1 No Wth Station I Elev ( (FT) I Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch I I I I I I I I I I I I I 1000.000 942.000 1.661 943.661 50.00 8.77 1.19 944.85 .00 1.98 4.71 5.000 .000 .00 1 .0 450.000 .0065 .0065 2.93 1.66 1.40 1.66 .013 .00 .00 PIPE 1450.000 I I 944.925 1.661 I I 946.586 I 50.00 8.77 I 1.19 I 947.78 .00 I 1.98 I 4.71 I 5.000 I I .000 .00 I 1 .0 1100.000 .0065 .0065 7.15 1.66 1.40 1.66 .013 .00 .00 I_ PIPE 2550.000 I I 952.075 1.661 I I 953.736 I 50.00 8.77 I 1.19 I 954.93 .00 I 1.98 I 4.71 I 5.000 I I .000 .00 I 1 .0 1270.000 .0065 .0065 8.26 1.66 1.40 1.66 .013 .00 .00 PIPE 3820.000 I I 960.330 1.661 I 961.991 I I 50.00 8.77 I 1.19 I 963.18 .00 I 1.98 I 4.71 I 5.000 I I .000 .00 I 1 .0 1370.349 .0065 .0065 8.91 1.66 1.40 1.66 .013 .00 .00 PIPE 5190.349 I I 969.237 1.661 I 970.898 i I 50.00 8.77 I 1.19 I 972.09 .00 I 1.98 I 4.71 I 5.000 I I .000 .00 I 1 .0 129.651 .0065 .0066 .85 1.66 1.40 1.66 .013 .00 .00 PIPE 5320.000 I I 970.080 1.653 I 971.733 I I 50.00 8.82 I 1.21 I 972.94 .00 I 1.98 I 4.70 I 5.000 I I .000 .00 I 1 .0 1211.727 .0066 .0066 8.01 1.65 1.42 1.65 .013 .00 .00 PIPE 6531.728 I I 978.094 1.653 I 979.747 I I 50.00 8.82 I 1.21 I 980.96 .00 I 1.98 I 4.70 I 5.000 I I .000 .00 I 1 .0 141.635 .0066 .0066 .93 1.65 1.42 1.65 .013 .00 .00 I_ PIPE 6673.363 I I 979.030 1.660 I 980.690 I I 50.00 8.77 I 1.19 I 981.88 .00 I 1.98 I 4.71 I 5.000 I I .000 .00 I 1 .0 95.944 .0066 .0061 .58 1.66 1.40 1.65 .013 .00 .00 PIPE 6769.307 I I 979.665 1.719 I 981.384 I I 50.00 8.36 I 1.09 I 982.47 .00 I 1.98 I 4.75 I 5.000 I I .000 .00 I 1 .0 29.673 .0066 .0053 .16 1.72 1.31 1.65 .013 .00 .00 I_ PIPE FILE: vtrailsdout.WSW W S'P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase 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 SCh Slope I ( I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall] ZR IType Ch 6798.980 979.861 1.780 981.641 50.00 7.97 .99 982.63 .00 1.98 4.79 5.000 .000 .00 1 .0 13.332 .0066 .0047 .06 1.78 1.23 1.65 .013 .00 .00 PIPE 6812.312 979.949 1.844 981.793 50.00 7.60 .90 982.69 .00 1.98 4.82 5.000 .000 .00 1 .0 6.212 .0066 .0041 .03 1.84 1.15 1.65 .013 .00 .00 PIPE 6818.524 979.990 1.910 981.900 50.00 7.25 .82 982.72 .00 1.98 4.86 5.000 .000 .00 1 .0 1.476 .0066 .0036 .01 1.91 1.07 1.65 .013 .00 .00 PIPE 6820.000 980.000 1.981 981.981 50.00 6.91 .74 982.72 .00 1.98 4.89 5.000 .000 .00 1 .0 WALL ENTRANCE 6820.000 980.000 3.061 983.061 50.00 .16 .00 983.06 .00 .20 100.00 15.000 100.000 .00 0 .0 FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww wwwwwwww invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI No wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL lPrs/Pip L/Elem SCh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch wwwwwwwwwlwwwwwwwwwlwwwwwwwwlwwwwwwwwwlwwwwwwwwwlwwwwwwwlwwwwwwwlwwwwwwwwwlwwwwwwwwwwwwwwwlwwwwwwwwlwwwwwwwlwwwwwwwlwwwww Iwwwwwww 1000.000 942.000 2.430 944.430 100.00 10.56 1.73 946.16 .00 2.85 5.00 5.000 .000 .00 1 .0 450.000 .0065 .0065 2.93 2.43 1.35 2.43 .013 .00 .00 PIPE 1450.000 944.925 2.430 947.355 100.00 10.56 1.73 949.09 .00 2.85 5.00 5.000 .000 .00 1 .0 1100.000 .0065 .0065 7.15 2.43 1.35 2.43 .013 .00 .00 PIPE 2550.000 952.075 2.430 954.505 100.00 10.56 1.73 956.24 .00 2.85 5.00 5,000 .000 .00 1 .0 1270.000 .0065 .0065 8.26 2.43 1.35 2.43 .013 .00 .00 PIPE 3820.000 960.330 2.430 962.760 100.00 10.56 1.73 964.49 .00 2.85 5.00 5.000 .000 .00 1 .0 1318.693 .0065 .0065 8.57 2.43 1.35 2.43 .013 .00 .00 PIPE 5138.692 968.901 2.430 971.331 100.00 10.56 1.73 973.06 .00 2.85 5.00 5.000 .000 .00 1 .0 181.308 .0065 .0066 1.19 2.43 1.35 2.43 .013 .00 .00 PIPE 5320.000 970.080 2.418 972.498 100.00 10.63 1.76 974.25 .00 2.85 5.00 5.000 .000 .00 1 .0 1166.285 .0066 .0066 7.71 2.42 1.37 2.42 .013 .00 .00 PIPE 6486.285 977.793 2.418 980.211 100.00 10.63 1.76 981.97 .00 2.85 5.00 5.000 .000 .00 1 .0 184.990 .0066 .0065 1.20 2.42 1.37 2.42 .013 .00 .00 PIPE 6671.274 979.016 2.443 981.460 100.00 10.49 1.71 983.17 .00 2.85 5.00 5.000 .000 .00 1 .0 100.144 .0066 .0060 .60 2,44 1.34 2.42 .013 .00 .00 PIPE 6771.418 979.679 2.536 982.215 100.00 10.00 1.55 983.77 .00 2.85 5.00 5.000 .000 .00 1 .0 32.308 .0066 .0053 .17 2.54 1.25 2.42 .013 .00 .00 PIPE FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 6803.726 979.892 2.634 982.526 100.00 9.53 1.41 983.94 .00 2.85 4.99 5.000 .000 .00 1 .0 12.912 .0066 .0047 .06 2.63 1.16 2.42 .013 .00 .00 PIPE 6816.638 979.978 2.737 982.715 100.00 9.09 1.28 984.00 .00 2.85 4.98 5.000 .000 .00 1 .0 3.362 .0066 .0041 .01 2.74 1.08 2.42 .013 .00 .00 PIPE 6820.000 980.000 2.846 982.846 100.00 8.66 1.17 984.01 .00 2.85 4.95 5.000 .000 .00 1 .0 WALL ENTRANCE 6820.000 980.000 4.581 984.581 100.00 .22 .00 984.58 .00 .31 100.00 15.000 100.000 .00 0 .0 FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 942.000 3.125 945.125 150.00 11.62 2.10 947.22 .00 3.51 4.84 5.000 .000 .00 1 .0 450.000 .0065 .0065 2.93 3.12 1.25 3.12 .013 .00 .00 PIPE 1450.000 944.925 3.125 948.050 150.00 11.62 2.10 950.15 .00 3.51 4.84 5.000 .000 .00 1 .0 1100.000 .0065 .0065 7.15 3.12 1.25 3.12 .013 .00 .00 PIPE 2550.000 952.075 3.125 955.200 150.00 11.62 2.10 957.30 .00 3.51 4.84 5.000 .000 .00 1 .0 1270.000 .0065 .0065 8.26 3.12 1.25 3.12 .013 .00 .00 PIPE 3820.000 960.330 3.125 963.455 150.00 11.62 2.10 965.55 .00 3.51 4.84 5.000 .000 .00 1 .0 1311.664 .0065 .0065 8.53 3.12 1.25 3.12 .013 .00 .00 PIPE 5131.664 968.856 3.125 971.981 150.00 11.62 2.10 974.08 .00 3.51 4.84 5.000 .000 .00 1 .0 188.336 .0065 .0066 1.23 3.12 1.25 3.12 .013 .00 .00 PIPE 5320.000 970.080 3.107 973.187 150.00 11.70 2.13 975.31 .00 3.51 4.85 5.000 .000 .00 1 .0 1279.758 .0066 .0066 8.46 3.11 1.27 3.11 .013 .00 .00 PIPE 6599.758 978.544 3.107 981.650 150.00 11.70 2.13 983.78 .00 3.51 4.85 5.000 .000 .00 1 .0 173.383 .0066 .0063 1.09 3.11 1.27 3.11 .013 .00 .00 PIPE 6773.141 979.690 3.223 982.913 150.00 11.21 1.95 984.86 .00 3.51 4.79 5.000 .000 .00 1 .0 38.893 .0066 .0056 .22 3.22 1.18 3.11 .013 .00 .00 PIPE 6812.034 979.947 3.361 983.308 150.00 10.69 1.77 985.08 .00 3.51 4.69 5.000 .000 .00 1 .0 7.966 .0066 .0050 .04 3.36 1.09 3.11 .013 .00 .00 PIPE FILE: vtrailsdout.WSW Va W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 xxxxxxxxxx■xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev ( (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch xxxxxxxxx�xxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxx�xxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx Ixxxxxxx 6820.000 980.000 3.510 983.510 150.00 10.18 1.61 985.12 .00 3.51 4.57 5.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I 6820.000 980.000 6.078 986.078 150.00 .25 .00 986.08 .00 .41 100.00 15.000 100.000 .00 0 .0 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:13:15 Va Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem SCh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch r**w*w*t,r**w•w,r*tr*I•*r*rr�xl*w*w,+we**I*•r+t+**t*I***rt•*It•**•w*Ir*•*****rIr*****xI***�***♦Irrr,r*tr•*Ir*«**ttl+t**t**«I*«**« I*****�* 1000.000 942.000 3.900 945.900 200.00 12.17 2.30 948.20 .00 4.04 4.14 5.000 .000 .00 1 .0 450.000 .0065 .0065 2.93 3.90 1.08 3.90 .013 .00 .00 PIPE 1450.000 944.925 3.900 948.825 200.00 12.17 2.30 951.13 .00 4.04 4.14 5.000 .000 .00 1 .0 1100.000 .0065 .0065 7.15 3.90 1.08 3.90 .013 .00 .00 PIPE 2550.000 952.075 3.900 955.975 200.00 12.17 2.30 958.28 .00 4.04 4.14 5.000 .000 .00 1 .0 1270.000 .0065 .0065 8.26 3.90 1.08 3.90 .013 .00 .00 PIPE 3820.000 960.330 3.900 964.230 200.00 12.17 2.30 966.53 .00 4.04 4.14 5.000 .000 .00 1 .0 1400.730 .0065 .0065 9.10 3.90 1.08 3.90 .013 .00 .00 PIPE 5220.729 969.435 3.900 973.335 200.00 12.17 2.30 975.64 .00 4.04 4.14 5.000 .000 .00 1 .0 99.271 .0065 .0066 .65 3.90 1.08 3.90 .013 .00 .00 PIPE 5320.000 970.080 3.869 973.949 200.00 12.27 2.34 976.29 .00 4.04 4.18 5.000 .000 .00 1 .0 1440.068 .0066 .0066 9.52 3.87 1.10 3.87 .013 .00 .00 PIPE 6760.068 979.604 3.869 983.472 200.00 12.27 2.34 985.81 .00 4.04 4.18 5.000 .000 .00 1 .0 59.932 .0066 .0063 .38 3.87 1.10 3.87 .013 .00 .00 PIPE 6820.000 980.000 4.036 984.036 200.00 11.78 2.15 986.19 .00 4.04 3.94 5.000 .000 .00 1 .0 WALL ENTRANCE 6820.000 980.000 7.813 987.813 200.00 .26 .00 987.81 .00 .50 100.00 15.000 100.000 .00 0 .0 N e FILE: vtrailsdout.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-18-2006 Time: 4:26:20 Va .rrrrrrrrrrrrrrtr,t,r+..*•r,t.«*r.�wi*wx«*+r•.**rw***..*e,t««*«+*.rr*t.rr*s«*r*�vtr*rrr*r«*re**++t+*�**r..rr*+rte«*.*.•«**.ter«*rr«r« «*.t+r** Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch rrterrrrrrlrrrrrrrrrlrrrrrrrrlrrrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrrlrrrrrrrrlrrrrrrrlrrrrrrrlrrrrr Irrrrrrr 1000.000 942.000 4.423 946.422 250.00 13.61 2.88 949.30 .00 4.42 3.20 5.000 .000 .00 1 .0 41.086 .0065 .0081 .33 4.42 1.00 5.00 .013 .00 .00 PIPE 1041.086 942.267 4.750 947.017 250.00 12.97 2.61 949.63 .00 4.42 2.18 5.000 .000 .00 1 .0 79.878 .0065 .0084 .67 4.75 .77 5.00 .013 .00 .00 PIPE 1120.964 942.786 5.000 947.786 250.00 12.73 2.52 950.30 .00 4.42 .00 5.000 .000 .00 1 .0 329.036 .0065 .0090 2.97 5.00 .00 5.00 .013 .00 .00 PIPE 1450.000 944.925 5.893 950.818 250.00 12.73 2.52 953.34 .00 4.42 .00 5.000 .000 .00 1 .0 1100.000 .0065 .0092 10.14 5.89 .00 5.00 .013 .00 .00 PIPE 2550.000 952.075 8.879 960.954 250.00 12.73 2.52 963.47 .00 4.42 .00 5.000 .000 .00 1 .0 1270.000 .0065 .0092 11.70 8.88 .00 5.00 .013 .00 .00 PIPE 3820.000 960.330 12.326 972.656 250.00 12.73 2.52 975.17 .00 4.42 .00 5.000 .000 .00 1 .0 1500.000 .0065 .0092 13.82 12.33 .00 5.00 .013 .00 .00 PIPE 5320.000 970.080 16.397 986.477 250.00 12.73 2.52 988.99 .00 4.42 .00 5.000 .000 .00 1 .0 1500.000 .0066 .0092 13.82 16.40 .00 5.00 .013 .00 .00 PIPE 6820.000 980.000 20.298 1000.298 250.00 12.73 2.52 1002.82 .00 4.42 .00 5.000 .000 .00 1 .0 WALL ENTRANCE 6820.000 980.000 23.319 1003.319 250.00 .11 .00 1003.32 .00 .58 100.00 15.000 100.000 .00 0 .0 w HYDROLOGY EXHIBITS 14 14 0, a-- �� ___ . Im © IIIIIIII IL Z:1 01 I I .0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE, I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR2 0.950 AND 100 -YEAR CNE HOUR •1.60*, !S -YEAR ONE HOUR -1.1110. REFERENCE@NOAA ATLAS t, VOLUME 3X-CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D- La a 7 FIGURE D-2 2.5 CL --� �- --- 01 I I .0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE, I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR2 0.950 AND 100 -YEAR CNE HOUR •1.60*, !S -YEAR ONE HOUR -1.1110. 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N ! iVILLW " 14 AQ _ Fr- LS - - , �` y I , V `o I ° , i ._.Q •`-I ` Il J i L r ymlwa ` + t` RiwF /r _ I � i-- ��� i. •r 1 '< r- r - p L'�»•---1_ ;_. r• y-' .- _•i` ^arca "` - ''• T5M' � : -- i,.. Wil- �`` � +-- — -- -- - ..;� + ' � d L I �..•. a ' ' `aM P ,r✓' I I I -� 1.1 •'s '-1? •'• - .ny [�NT.. --j -'.,-� -- - -. '�- -� f �_T-i'-- --�� � iir - �- �I _ _`'F• • � _a• .j'�" `f t OAw s ssw•w a l _ i ` ".7 ! �.- - sm i ALTA w _ r : = Sr a i SAN RNAROi UPLAND cLARololr 1. .,,p5 +a n R I A LT 0 - . - °` - -- — —• — "•~ -- -- ' �- FON TAN - - a: IN wAs» r 4 TIS C TON a —_ - • _ ,. s_ _• �� a.y - ,• - ' -- -- - - �` wro4 we - �,y.< 1• -� _ = REDLANDS • �_• • ! ~ <' _ - LOVA. LIROr - ._ - _ w, _ i-• �¢ - - _. - -.. -� ' _- T. . •� T —_j �•, • ^_ _.- ••. i '. • – � � •1• wF • Fai.Dw i_< • - 0�. lKl.• ' � \ � • - --- , 1.1 • t• • • R• ` � '_,°+. E • _ ,. •.•-1 - eRESTIIIORE I -• - ,� ' - - - - � . __ - C�I1 - _ � -_� _ ?— � — sr�� ___ 3; .,tom• • • +'MNPA • ^' I ,r Y *MANE TEM f. +� CHINO 45 t „ 5 r �— ''� K e" �r , `t- -, — — �, s,N s _ •, �1% RIE ( R E ItIv4RSIDE , -k? 34 -DO T2S I RS_ I DE we •-SER•• Pel .f « ! .9it t - I `• i 41 a `, ` I;1 - •� . sPT'`P f` R 4 W R 3 R 2 W \ ° R I 001 t — r — _ _. -- - - FAN BERNARDINO LOOD CIDNTROL, 'CQUNTY -' - — STRICT RSVIr•'RAOG .. I • ,!Fl OD CONTROL T3S — — _ - S,N .• ; `" "� R EDUCED DRAWING — 19DH1fETALS '_ SCALE IPS= 4 IIIIILES Y. - 10 YEAR , I' HOUR • ' _ ' _ • ; - BASED ON U.3,04 ,' AP AA. ARAB 2,W3 ••;; - !-- A}„= - SAN BERNARDINO COUNTY a 10 wwoIIED 9r " I iT i•R8W f; I R7W R6 - HYDROLOGY MANUAL, FL • ••• ••••• ISOLINES PNEC191TATION fiNCHESI 1962 E CALE FILE NQ - ONw4 No. 1I FIGURE B-3 f Lt Ls 1.7R6W R7W v rt ,,,• I I , + 4"WE,rE1I1,A � _ — 1t - rtR8 RW RIW — Q, RI—E30 :o -"+. — I- -I 2. ' I ' WEST S I � _ IvwcuT .1.. °qui ... !► I • I l � , 6 • I z � ,�'•. 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I ( U P L " 'f I :-. • _ - '_ - d =i ` S"- "I`ARD?1O \ o N DI a.rrwllT R ITA LTO_ CLZM - ON TA - - 'r I •: aN- a a E'Asw- _ ��' _ _ .. * _ _-+ %' �-- - Io— - , -- -- TIS ON TA 10a.:• •} COLTON• z z a i v - - t Lt .— — — \ I_ �z.�. —T .l —._ —Js REDLANDS _ Awp _7 FFF > �rj — t I { Lain LI[w - - -- - - of -•`�' .- -;1.� 1 ;� '\ . - - - qro[[ 1 _ ,•.o aI"�- - - _ .aa'DN ; a'. ac -- -- -- '� - -L � La II '` �l. • V..- rit • - - ° I _ ..+ ., , 1.2 -•, / * ruu1N1 j Q/t I I IA /7 CH O -Lo- J - —_ ♦; - _ _ _ _ -� _ _ f— _ ••� -- %' w i— _.y _._ .' SAM [CIM - •i T' .a/I�` R' ( I IN l ,f- C� , /V[ DE '"07Y31•00 T2S ' 19 - - - — -- - -- - -- - - '' •�•IME4t. •••• �,. 7` f ..a• - _Y_PP _- u.,nfi_ _ .1 _ _ _ - I_ ,.ols _ _ - __ - -_°pc,µ — N°a R4W R3 - R2W RI` 93 1 Z�RSAN •EBNA NO COMITYF5 LEG ., � VALLEY AREA � `,iF GONTFOL`' �` REDUCED DRAWING T3SgANXETALS. I AL3 DAMN .-- rs - -- - - - - -T -- - - SCALE 1 = 4 MMES ywo –b00' YEAWI t--f—XM- - - - - SAN BERNARDINO COUNTY at= 0"-uaat, ROAAAMAa a,W3 ,LEG A» r 8 HYDROLOGY MANUAL DQE WALSLD0fts In arm w► W °•••.•••.. W ...•..•....••.....••`• C8 ISOIINES PRECIPITATION (INCHES) 1982 f—SEL B-12 FIGURE B - 3.5 3 2.5 E� 0.53 0.5 3.5 3 2.5 2 1.5 %.3 W 0 LJ" L- I I . 0 2 5 10 25 50 100 NOTE RETURN PERIOD IN YEARS " ti . ��• I. FOR INTERMEDIATE RETURN PERIODS PLOT 10—YEAR AND 100 -HEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR 0.95" AND 100 -YEAR CNE HOUR i 1.60", 15 -YEAR ONE HOUR • 1.16". REFERENCE sNOAA ATLAS t, VOLUME 3X-CAL.01973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES TWMIV D-7 FIGURE D-2 NT 5<h <N10N.0 f 5 V 7.0 I�E 4 5 IN J_ W LE F l E I I J 34`N3 1.0, LL -4- WAR ;r N ow ow w1m.Lay T A. 4 4-- - 4 Ta — 4,5 7Top A, 4- TIN li , f 4__ + IA 711r, f T- 7* 7J- ON At IA &0 ) \' \—' ' i j — LE klAND; c, IAL + 4 NA - ANA E, V: TIS -ap.- 11 I V COLT 4 • S 9 1 1 T 0 Rlo�,, �.TA RIQLANDS I _T D _j 2L.. cm. L wllp t 5.0 4/2— 'UM11A ff/,*Al T"wr 1, 4 - CHINO 1. � 4 5 IIIZE 7T_ coula;T3b •od T2S s 7 0 4 , I I r. i / I i I ism low) 1.6 R R2w 3.0 SAN BONA F CONTROL 012 5W -REDUCED DRAWING VALLEY AREA SCALE I"= 4 MILES \T3S- - -044MUR _7 1 X2 — 2yt AM, A SAN BERNARDINO COUNTY Rum an usbrit iit""&Lm a, an C VA 113o Vf a - R8 R7 6W HYDROLOGY MANUAL (:),o IsOLINES PRECIPITATION (INCHES) seal It" a& lomm w Tela UFA" 8-10 FIGURE 8-2 r w + R5W 4 4W Rlw RIE 41 - - R2E 7- WI T V -t T 4/ '14 '— —_ 11-_ — __4 — 9 4 4— Z"; -V __ _ __ _ 3. 4.3 NT 5<h <N10N.0 f 5 V 7.0 I�E 4 5 IN J_ W LE F l E I I J 34`N3 1.0, LL -4- WAR ;r N ow ow w1m.Lay T A. 4 4-- - 4 Ta — 4,5 7Top A, 4- TIN li , f 4__ + IA 711r, f T- 7* 7J- ON At IA &0 ) \' \—' ' i j — LE klAND; c, IAL + 4 NA - ANA E, V: TIS -ap.- 11 I V COLT 4 • S 9 1 1 T 0 Rlo�,, �.TA RIQLANDS I _T D _j 2L.. cm. L wllp t 5.0 4/2— 'UM11A ff/,*Al T"wr 1, 4 - CHINO 1. � 4 5 IIIZE 7T_ coula;T3b •od T2S s 7 0 4 , I I r. i / I i I ism low) 1.6 R R2w 3.0 SAN BONA F CONTROL 012 5W -REDUCED DRAWING VALLEY AREA SCALE I"= 4 MILES \T3S- - -044MUR _7 1 X2 — 2yt AM, A SAN BERNARDINO COUNTY Rum an usbrit iit""&Lm a, an C VA 113o Vf a - R8 R7 6W HYDROLOGY MANUAL (:),o IsOLINES PRECIPITATION (INCHES) seal It" a& lomm w Tela UFA" 8-10 FIGURE 8-2 ISILLEY s _ t---T -�.i�--1f'-- I--"- --- _- --/�- ,_` fi�Airj �---''I fi-fI+ - �'<tSi�• '--ii e'—sI ,!Iw� L1�ly! .F —i!R. 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It T Fr �»T� �I1TITIL�_ A'-- ' _• R N /• { �• /L J 5AM AN 102 IN L ow"E AN 131.15T2N aRM L A VRLyE PCA 4Ito WO D , 120 f4(t! DA. fw-t5A11PLAND R A LT _ _- }cL TIS ONT` mw 'Flo- -1 G[ ER TIM ZO T CHINO -� ? TZS 0.0 31.0 FA R. IDE - 4- 4W R 2W Isle FAN.BERNARDINO, 'COUNTY i.5 CONTROL ,.D -Rs-A. VALLEY AEA IFippp WTRQLw/ L REDUCED DRAWING BASIN LSOFYTILs DAN4 MILES BSCALE �.,R I /.N S,_ P I!I 1 � r >4 Eli - = MED ON U. ma" 1. 1!73SAN 6ERNAR®INO COUNTY C A ''1 30 11 A/lIbVEO BY - R8 a R6w -- HYDROLOGY MANUAL L 6END: FL t'� 1 6.0 iSOLINE3 FREGt?ITATtON (INCHES) DATE SCALE FILE N0.- DRYYG. N0. ��JJ 1902 f •aw- w90-1 1 6 of 12 8- 14 FIr110e o..c VALLEY TRAILS DETENTION BASIN EXHIBIT �: f f I ( � ,.., -r` l t i p j «�� YY`Y�"�^�, X 99iP`%J '"5` j �,t�.V �.t✓..h, e {{ x 996.1 X993.1 %996.3 %9973 S X 9971 % 99i3 1 t `•—Y x 9983 }} f Ii 4}i j_ liji` v ! �; t .._. X 996 Ix x 9633 1-ry-r..•".� _.. """"..�-- -_ 1 1( i — 962t � z 962.7 x 982.7 1 f 1 � € x 96" 1 � �- x 99W 3 } x 99� 982.3 /' t ; x X 963.., x9637 � / ,,..- jyj/'�� � x9623 ---c_. x 9632 �% X 990 { x gni l x 9632 x x 99L1 { % 991 1 I E t i✓�`-^�......-..�--. M� -...� = —. x9903 x 992.7 Y % 99N ,_..-•� is.. •.T�.7'*' j -..—^--•,---„--'�._�.•.-W- 9ft7 x9973 .,-•,,...-� r'"'...-i'.._.-_. ou a ou ._....... _...... X -y VAI _ . ...... . ..... SCALE. 1"-80' Prepared By: ALLARD ENGINEERING CIA Eogla-I - Lad S.rb9 - L-d Fka-b9 8755 Slam AM F.w a, CaUlornla SM (909) 35a.1815 F. }8891 556-175 Fillow Ik\d”\1600.7\FVK OESIp!\E18615\16807-8eMi�0en BoaF EdYbRdg OIP —7.5 W z cc ELL", 15 Ile> 6.5 fo-O 3.5 3 3.5 3 2.5 2.5 41.5 LL a5 0.5 0 ° 2 5 10 25 50 100 RETURN PERIOD IN YEARS 704 WOV16 NOTE IO-VEAp AND -VE AM ONE HOW VALUES 1' "gNECOW= POINTS AND READ VALUE 0 04SIRED RETURN PERIOD, FOR EXAMPLE. OROv NMAp SEAR T ONE NMlR • 0.90' AND 100 -YEAR CNE MOOR i I.dO" , !S -YEAR ONE NOUR' 1.11... WERENCE'NOAA ATLAS t, VOLUME =-CAL.,IS7a RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 ftvy C) 'F'A a—' ju�<U[___., VLNUL ::ilii; s; 11 J IIOIi I NI til P lil i I i'I'+ i' i 11 1111 I t III�!li'I!Igl:q!lilq �1;;I,,aIIlllihll,!IIG.II,IJNII!I,tlti4 i°P lil hI it I.4N Ih' I•I 1. I I I I' I �'!'II�'��' I II I i '1i J I� i N I INII''i I L`I a ,IIIiII� 1 �� "'I ' i(` IHi+�lio ' �' '' `'' � il� ' II �(1 q I!• Illll�i I�i1I�l I I!; II ii�lll!!'lllihlh .i 1 I !tl II I IIII!hIIIII��N�IIIIY UI'I!II�I�U IIII i!I! II I!1{ I i I ! III!i�l'lll � I �!�:� I ,I h! I IffN, I . � � u IIII ikl 1 ill a U I I I I� � II II� � !III Q1 I Iilil� r''�� � ao.IlludW;UUuULlllillllhl' Ilhl i ; . ... i - aidhilu �IdUl1' III 1'14 !i!I!Itlhl!q l �'Nhl ii l'vipll drr�UllUn 17 bra .... 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IIII 'i IlIIIII III Ioal,Jll F h IU IUa r rilUlilll�Uu I i I 111 I; '.I ., ;ylyll I I ,. , Ir,l •o,.,l..I !.N I .III III,I,IU,I,1 ,II� ! pIJ , II'��hn,U.tl�lppl V'lll,l I I �Irtrai ilml In j�l. 91 I I . . IIIUUFIIIIhIi :III,IIi�I♦;4h i,,llllll•L. Iilllil'' :�jIQjJ?I(i, a i,LI:I,hUUjh,:,.,. ;,;!ItHI "!'IG�j '1 I�i, IlLlq�t! IhJIJf!illIIIIIP,� I. II I `i'' .1; ,till it uN 1�! p I:ai n Ir 1:� •,II: , i 1ll,i! ;in!;!ilil!!1!IIIN!illpl iill I I i!iln!NL: "' ' .,li•1'I I I I I Ila I!1 i i iII�IIIIIIII IIIIIII�I I'I • � ...: I Illllili �.. illll y� l tIiII:UIIIIJ't i.11�lll' il, II... II - ' it ill; :: i ! I. . ,,.. .q Jauli„ . I .. •I. I Ili,ldi41 I I. 'I II � I', Ilii III•.:• ISI.1 . , � . � 11111I!111, n Ili i II.I', I I � i I Ii!II.I'IINllllll'I'I�I,'ll'lll!II;I I .. ...I:. �� i I�!1 I I'I � i i1 .. '.I l I� • !i' ' •"•.ilih'i illq!I 1;1,1!! U 11.1.:. �:.II,III!!I!II U1;nl'L. �. 1 hl ,.1., .:,I .III. � ! i VIII I LI I LI III 11U.f:.. , .I !'1111 . I ! ,,,:L. .�� I : d•16 , II 111 ;i Il,l;;i.l. . lll'Igluiii iiuUUl .. I _ ! I I 1 y," :ILugInIIJI•..I,. , ! 1111111. 'Ill t' Il, lli;.il':. '•i'. �, 1 a -> ^Illll 1111!11iilJ� �I t,l I rl,llpl,l ' illi! i Ili! '.1.1 a I,IAIg1p ililipPlllhlil 11 II i I!IillI,IIIIII I, 1, II � !II .,11111 i , lul!illligli;IDliilli+ it :li!IU .III,. , IIII I II , 11111111�Itl1iIlIN!II'Illi�lllil�,IIIN I II lull:,. .i•ti:n•II I � I I�. , I.I I„I Iii Iii. l•IIIIII I . ..l li I Ne LE6Hg u 0 INDICATES DRAINAGE FLOW INDICATES HYDROLOGY NODE FG FAIR GRASS 348 2.11 ACREAGE (AC) ' LINEAL FEET OF FLOW XXXX.X INDICATES ELEVATION ;r V ALLEY RAILS LL_j Q LL] a Q ZCf-Al C is % 300 0 150 300 600 (IN IRT) 91=3W Ff. 1200 si- WCIN17Y MAP n"°' "I: liii'. !� i""i" iI” i. .'' i'lil••�!�mhi:ilii'"'IG,'ihbyc8iiliii!HU!I IlhGwiihdlliliii,uJlnlllulNipilililillip[,i Illillallliil!Ijluu�J4urIIIfIi�Lllihldll�ili!N>Ialiu�N!nll.l, �� �iliplNlN!I!il`<i"'i4N!lIIN84NNHl!D!III!IUI�NIII!IHNp!NII`Ilillluull�gpliNll!!!hlgllluitlunllp�u';'��ilNli!h9Wq dIIH!Nrlaiy�ii'rlq!`h�k��!II I II' Ir'�I II;I III : alll Il.. 'h :I 4 •:h I .. Irgh F.� I II!i�ll�l1711 :! ::UUI{NH�h illi ir' 1,111 w II!111111!1;. 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Fontana California 92335 (ang) -z= 1 mi r- v__ tonm -z= 1,70r `'sw LjajU—LU1J LGA VUVj Lp sxj— I.JJ SHEET OF 1 PLOT DATE: May 24, 2006 AMD FILE NAME: M:\dwg\16003\F1NAL DESIGN\HYDRO\16003 HYDRO—SHTi.dwg Ta IEK V ALLEY RAILS W �D WONITY MAP FG== FAIR GRASS APT= APARTMENT M T.S. L% ST stMew W=`� rf N RNARDINO CO CORPORATE BOUNDARY RIVERSIDE CO oQ� LEGEND: - INDICATES DRAINAGE FLOW 10 INDICATES HYDROLOGY NODE rc'M SND USE TYPE 3348 211 —ACREAGE (AC) LINEAL FEET OF FLOW 31 COM- WONITY MAP FG== FAIR GRASS APT= APARTMENT M T.S. 3-4 HOUSES PER ACRE 5-7= _ 8-10= 8-10 HOUSES PER ACRE 11+= Q .SANTA ANA AVE ��z Q c��_� o -:r I ULaz JURUPA AVE : ! 11 TH S ST stMew W=`� rf N RNARDINO CO CORPORATE BOUNDARY RIVERSIDE CO oQ� LEGEND: - INDICATES DRAINAGE FLOW 10 INDICATES HYDROLOGY NODE rc'M SND USE TYPE 3348 211 —ACREAGE (AC) LINEAL FEET OF FLOW 31 COM- COMMERCIAL FG== FAIR GRASS APT= APARTMENT 3-4= 3-4 HOUSES PER ACRE 5-7= 5-7 HOUSES PER ACRE 8-10= 8-10 HOUSES PER ACRE 11+= 11 HOUSES OR MORE PER ACRE CUPHIC SCALE ON far) INWm 300 F. 4 L,c,-�-,d e 2sx�cm HYDROL001 MAP DEVELOPED CONDITION DATE: Jun, 2006 Prepared By: DRAWN BY: ALLARD ENGINEERING AE D _ DESIGN 8Y: Civil Engineering - Land Surveying - Land Plarming AE 8253 Sierra Avenue JOB NO. 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