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HomeMy WebLinkAboutHydrology I I I I I I I I. I I I il II I I : I I , I I !I I I I HYDROLOGY ANALYSIS FOR: TPM 30786 TEMECULA, CALIFORNIA PREPARED FOR: RILINGTON BELLA VILLAGGIO, LLC 225 RANCHERO DRIVE, SUITE 303 SAN MARCOS, CA 92069 TEL: 760-471-5460 PREPARED BY: LANDMARK CONSULTING 9555 GENESEE AVENUE, SUITE 200 SAN DIEGO, CA 92121 TEL: 858-587-8070 BY: DY FER 05, 2003 -'~~i.~ DAVID H. YEH, RCE 62717, EXP. 6-30-06 ...,,;':i:4''!:t \ ....,__.:O;;~.:. . I I , I I i. ,. I . . I. I . . . . . . . . . 4:~_~ TABLE OF CONTENTS VICINITY MAP INTRODUCTION METHOD OF ANA YSIS lOO-YEAR HYDROLOGY CALCULATIONS PRE-DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS lOO-YEARHYDRAULIC CALCULATIONS CONCRETE DITCH LOT DOWN DRAIN RIP RAP ENERGY DISSIPATER CONCLUSION APPENDIX HYDROLOGIC SOILS GROUP MAP 2-YEAR,1-HOURPRECIPITATION IOO-YEAR,l-HOURPRECIPITATION SLOPE OF INTENSITY DURATION CURVE HYDROLOGY MAPS z... . <:;or.'~~~f~ - .....'"_:...~ij; I I I I I I I I I I I I I I I I I I I RANcHO CAUF. RD. m c: PAUBA RD. ~ :!! r- t! PROJECT ~ 51 TE G) l'1 ~ VICINITY MAP N.T.S. 7 _.,,,,~-~. ...~;.; . . '< """:'J1VO: -;::';;';;'_~.~1}'. I I . I I I . . I I I '. . . . . I I I,:.:.~ INTRODUCTION The project site is located on the south side ofPauba Road and on the west side of Calle Ventura, in the city of Temecu1a, County of Riverside, State of California. The project site consists ofthree single family residential lots with a private street accessible from Pauba Road. The site is located between an existing natural stream and an existing residential development on the west side of Calle Ventura. Majority of the runoff from the site will flow onto the private road. At the end of the cul-de-sac, an opening in the ac berm at the low point will allow the runoff into a concrete ditch and eventually outlets into the existing natural along the westerly boundary of the project. Run of from Parcel 3 will drain into an 18" CMP riser and down the slopes where it joints the flow from the concrete ditch. The easterly strip of the project drains into an earthen swale that carries the discharge into an existing concrete ditch system in the existing development adjacent to the easterly boundary of the project. The remaining southerly portion of the site will drain into two existing valley streams at the southerly boundary of the site. The purpose of this report is to determine the peak discharge from the site and the adequacy of the proposed storm drainage system to handle this discharge. The energy from the discharge will be dissipated by rip rap energy dissipater installed at the point of discharge before the flow is allowed into the existing natural stream to prevent erosion and scouring of the natural stream bed. ~ _.;;.;.,,-;;#-4..: ~-.-~i _''';''--~Ji:,. ....~~~~ I I : I I I I I I I I I I I I I I I I I METHOD OF ANALYSIS .j -~;~t: II I i I I I I I I I I I I I I I I I I I .l ""--....'fif HYDROLOGY (p . -;--~i.;. .~i';;;'~.~ ......,._..*:t:l~ - .:.,,--- .,,~,~~;, *1' ~'t~:... ~-"-'-- I I I I I I I I I I I I I I I I I I ",~-~Y..: . ~.~t~~~,.: ...;.~"" ;:~ft~!~'~.:~----. . RATIONAL METHOD ;:- General- The Rational method is commonly used for determining peak dis- charge from relatively small drainage areas. For areas in excess .of 300 to SOO-acres the Synthetic Unit Hydrograph method should nonnally be used. Before attempting to apply the information in this section,tile engineer should become thoroughly familiar with sections A, Band C of:. this manual. Rational Equation - The Rational method is based on the follc",ling equation: Q = CIA where: Q = Peak discharge - cfs C = Coefficient of runoff I = Rainfall intensity (inches/hClur) corresponding to the time of concentration A = Area - acres Time of Concentration - If rain were to fall continously at a con- stant rate and be uniformly distributed over an impervious surface, the rate of runoff from that surface would reach a maximum rate equivalent to the rate of rainfall. This maximum would occur when all parts of the surface were contributing runoff to the concentration point. The time required to reach the maximum or equilibrium runoff rate is defined as the time of concentration. The time of concentration is a furlction of many variables inClUding the length of the flow path from the most remote point of an area to the concentration point, the slope and other charac- teristics of natural and improved channels in the area, the infiltration characteristics of the soil, ~d the degree and type of development. In District Rational tabling, the time of concentration for an initial sub- area can be estimated from the nomograph on Plate D-3. The time of con- centration for the next downstream subarea i.s computed by adding to the D-I \. '"'" '''~l~ --'''':?i-~ ('"" I I I I I I I I I I I I I I I I I ,I, ~: ";~11i"~..n --~~~-..~ ".r~:,..:....-. ':~~TJ1~:._.~ "1~~, .,,<,-,'-, -~",,_. initial time, the time required for the computed peak flow to travel to the next concentration potnt. Time of concentration is computed for each subsequent subarea by computing travel time between subareas and addinq the cumulative sum. Travel time may be estimated using the tabling aid.s on Plates D-6 through D-9. To avoid distortion of travel time large subareas should be avoided. Where extremely large subareas are used, peak flow entering a travel reach may be much lower than the flow leaving that reach. velocity normally increases with discharge, therefore travel time computed using the average flow over a reach may be Significantly lower than travel time c~mputed using inflow to the reach. Since rainfall intensity is inversely propor- tional to time, flow rates would be consistantly underestimated by use of large subareas. Intensity-Duration Curves - Rainfall intensity, "I", is determined using District intensity-duration curves for the area under study. Stan- dard intensity-duration curves have been prepared for many population centers in the District. Intensity-duration data for these 'standard cUrves is given in tabular form on Plate D-4.1. The standard curves for these areas may be reproduced by plotting the IO and 60-minute values on Plate D-4.2,and drawing a straight line through them. For areas where curves have not been published, Plates D-4.3 through D-4.7 should be used to develop design intensity-duration curves. Plates 0-4.3 and 0-4.4 are isohyetal maps of the maximum 2-year _ l-hour and IOO-year - I-hour precipitation respectively. One~hour point rain for intermediate 'return periods can be determined from Plate D-4.5. The slope of the intensity duration curve can be obtained from Plate 0-4.6. Intensity duration curves for a particular area can be easily developed using Plate D-4.7, plotting the I-hour point rain value for the desired D-2 ~ ..=-<~ """'~..fi'.'i'i' '.::':';;.:J~-S' "-"":""'" ::' '~':Ji,i:2.,_" 1"'--' I I I I I I I I I I I I I I I I I I '''"''~.~~ - "",,"" , ",:'~~,c,-,,~... ,:~t!~"... '. :~~s..;. .. .~~' ="< . '..'~' .";"......~ '-''!''~~-- ~~,"" return period, and drawing a straight line through the I-hour value parallel to the required slope. The isohyetal maps and return period diagram are based on NOAA Atlas 2 discussed in more detail in Section B of this report" The map of intensity-duration curve slope is based on District analy!lis of all available recording rain gage records in and near the District. This material is also discussed in Section B of this manual. Coefficient of Runoff Curves - The coefficient of runoff is intended to account for the many factors which influence peak flow.rate. The co- efficient depends on the rainfall intensity, soil typ~ and cover, per- centage of impervious area, antecedent mois:ture condition, etc. To account for the difference' between actual and effective impervious area it is assumed the maximum runoff rate which can occur from impervious surfaces is 90-percent of the rainfall rate. The runoff from pervious surfaces is further reduced by infiltration. Runoff coefficient curves can be developed using the relationship: C O.9fi + I-Fp A~ - P I = where: C = Runoff coefficient I = Rainfall intensity - inches/hour F = Infiltration rate for pervious areas - inches/hour p Ai = Impervious area (actual) - decimal percent Ap = Pervious area (actual) - decimal percent and A P = 1.00 - A. 1 The infiltration rate for pervious areas, "Fp" , can be estimated using the methods discussed in Section C of this manual for various D-3 1\ - ~,~~,~~j- .-;...,:~ .,CMo..~Z;;;' "/,...-}:.., I~~-' I I I I I I I I I I I I I I I I I ,I ., -qJ..l~~\7~. ,-- ....:~B~:::_.:.. _...:::1::2:' ':"~~~.;.;; . ',"mc.,,--,- ;:'::B~~~~,..:,. ---=.'__'7_ combinations of soil type, cover type and antecedent moisture condition (AMe). In practice it is not necessary for the engineer to make these computations, as runoff coefficient curve data has been tabulated by tlle Oistrict on Plate D-5.7 for the working range of runoff index (Rr) nwrulers. Runoff coefficient curves can be developed for any combination of conditions by simply plotting the data from Plate 0-5.7 on Plate 0-5.8. In addition, for the common 'case of urban landscaping type cover, runoff coefficient curves hav~ been plotted on Plates D-5.1 through 0-5.4. 0-4 \0 "';"4 "~~"~r~ "'~-~fi~ 'I~~,. I "~-,,. '''''~',". .-"""","..".. . ":m;;,.~';'.",. . ~--'" :': ;~~\tb:. o,,-"n, . : 'llffti . '1t'~:... --'._-~. I INSTRUCTIONS FOR RATIONAL METHOD HYDROLOGY CALCUIATIONS (Based on the Rational Formula, Q = CIA) I I. 'On map of drainage area, draw drainage system and block off subareas tributary to it. I 2. Determine the initial time of concentration, "T", using Plal:e 0-3. The initial area should be less than IO acres, have a flow path of less than I,OOO feet, and be the most upstream subarea. I 3. Using the time of concentration, determine "I", intensity of rain- fall in inches per hour, from the appropriate intensity-durat:ion curve for the particular area under study. For areas where stan- dard curves are available, use Plates 0-4.1 and D-4.2' to reproduce the standard curve. For areas where curves have not been pul:.lished by the District, use Plates 0-4.3 through 1)-4.7 to develop a suit- able intensity-duration curve. I I 4. Determine "C", the coefficient of runoff, using the runoff coeffi- cient curve which corresponds as closely as possible with the soil, cover type and developnent of the drainage area. Standard curves (Plates 0-5.1 through D-5.4) have been developed by the District for the common case of urban landscaping type cover. Where these curves are not applicable, curves may be developed using Plates 0-5.5 through 0-5.8. I I 5. Determine "AU, the area of the subarea in acres. I 6. Compute Q = CIA for the subarea. I 7. Measure the length of flow to the point of inflow of the next sub- area downstream. Determine the velocity of flow in .this reach for the peak Q in the type of conveyance being considered (natural channel, street, pipe, or open channel), using the tabling aids on Plates D-6 through 0-9. , I I I Using the reach length and velocity determined above, compute the travel time, and add this time to the time of concentration for the previous subarea to determine a new time of concentration. I 8. Calculate Q for the new subarea, using steps 3 through 6 and the new time of concentration. Determine "QJi'''' the peak Q for all sub- areas tributary to the system to this poUlt by adding Q for the new subarea to the sUllUl\ation of Q for all upstream subareas. Deter- mine the time of concentration for the next subarea downstream using Step 7. Continue tabling downstream in similar fashion until a junction with a lateral drain is reached. I I I RCFC a WCD HYDROLOGY j\AANUAL I RATIONAL METHOD INSTRUCTIONS I PLA1'E 0-1 (I of 2) ~ . - ,~:';",J~5: -'h~~"""'~i: ,"~f'" 1:.,. -..~--~........:- ".:":~~~:~:.:._. ....~~- .' ~::~~lji~,~~-::_..-. _~~_._~;~1~;" . c~:~:~~:;~.. I II I I 9. Start at the upper end of the lateral and table its Q down to the junction with the main line, using the methods outlined in the previous steps. IO. Compute the peak Q at the junction. Let QA' TA' IA correspond to the tributary area with the longer time of concentration, and Qa, Ta, IS correspond to the tributary area with the shorter time of concentration and Qp, Tp correspond to the peak Q and time of concentration. I I I I I I a. If the tributary areas have the same time of concentration, the tributary Q's are added directly to obtain the combined peak Q. Qp = QA + QB Tp = TA = TFi b. If the tributary areas have different times of concentration, the smaller of the tributary Q's must be corrected as follows: (I) The usual case is where the tributary area with the lon- ger time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the intensities and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the longer time of concentration. I I I I I I I I I Qp = QA + Qa IA IB Tp = TA (2) In sane cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the times of concen- tration and added to the larger Q to obtain the combined peak Q. The tabling is then continued down~,team using the shorter time of concentration. Qp = Qa + QA Ta TA T = P TS RCFC a WCD HYDROLOGY NJANUAL RATIONAL METHOD INSTRUCTIONS -c;~~~ PLATE Q:I (2 of 2) ..:;:~..:#-?i~ \2-- I I I I I I I I I I I I I I I I I I I ~c~ lOO-YEAR HYDROLOGY CALCUlATIONS \~ -';"-~,fi -,.;..:~},' .. ,::;"..;.>~ I I I I I I I I I I I I I I I I I I I PRE-DEVELOPMENT CONDITIONS \~ ---'.;;i:';':~'; -+".,""'~.;.. . .' ....~~ .~'.""'.~; I I I I I I I I I I I I I I I I I I 1',0 ~'~f.:. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRP~ BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver, 1.5A Release Date: 01/01/2000 License ID 1503 Analysis prepared by: PREPARED BY: LANDMARK CONSULTING 9555 GENESEE AVENUE, SUITE 200 SAN DIEGO, CA 92121 PHONE: (858) 587-8070, FAX: (858) 587.,8750 ************************** DESCRIPTION OF STUDY ************************** - TPM 30786, TEMECULA, CALIFORNIA - 100-YEAR, PRE-DEVELOPMENT HYDROLOGY ANALYSIS - BY: DY - - - *****************************************************r.******************** FILE NAME: 694EX.DAT TIME/DATE OF STUDY: 11:38 06/12/2002 ----------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------.----------------..---- 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 2-YEAR, 1-HOUR PRECIPITATION(INCH) = 0.570 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.300 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) _ 1,300 SLOPE OF INTENSITY DURATION CURVE = 0.5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAl, AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES -USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL- HALF- CROWN TO STREET-CROSSFALL: CURB GUTTIlR-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) wn (FT) (FT) (n) --------- --------- ----------------- ----------------- ------ ------ ------ ------- ------ ----- ------- 1 30,0 0.018/0.018/0.020 20.0 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,- *****************************************************~,********************** FLOW PROCESS FROM NODE 101,00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================,====================== ASSUMED INITIAL SUBAREA UNIFORM \~ .--~fi, ....,r:;.'_ -:;,JI., --~-~:::"~:J I I DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **,2 INITIAL SUBAREA FLOW-LENGTH = 379,00 UPSTREAM ELEVATION = 1252,00 DOWNSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 62.00 TC = 0.709*[( 379,00**3)/( 62.00)J**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = I I I 4.76 2.10 TOTAL RUNOFF(CFS) = 4.76 COVER 10,955 3.312 I 102.00 TO NODE ***********************************************************************If**** 103.00 IS CODE = 52 FLOW PROCESS FROM NODE -------------------------------------------------------.---------------------- I >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ----------------------------------------------------------------------------- --------------------------------------------------------_______________n____ I ELEVATION DATA: UPSTREAM (FEET) = 1190.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 302,00 CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA (CFS) = 4 , 76 FLOW VELOCITY(FEET/SEC) = 6.23 (PER LACFCD/RCFC&WCD HYDROLOGY TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 101,00 TO NODE I 1163,00 0.0894 MANUAl,) 103,00 = 681. 00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE ***********************************************************************~,**** 103.00 IS CODE = 81 I -----------------------------------------------------------------------_._--- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -----------------------------------------------------.-------------------.---- ------------------------------------------------------------------------.---- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.185 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6773 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) 3,70 TC(MIN) = 1l,76 I SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 'I 3,45 8.21 I 201.00 TO NODE ***********************************************************************~**** 202.00 IS CODE = 21 FLOW PROCESS FROM NODE -----------------------------------------------------..---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ----------------------------------------------------------------------------- ---------------------------------------______________n______________________ COVER I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 483.00 UPSTREAM ELEVATION = 1260.00 DOWNSTREAM ELEVATION = 1185.00 ELEVATION DIFFERENCE = 75,00 TC = 0.709*[( 483.00**3)/( 75.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = I I 2.31 1.10 TOTAL RUNOFF(CFS) = 2,31 12.197 3.122 I 202,00 TO NODE *****************************************************~.********************** 203.00 IS CODE = 52 FLOW PROCESS FROM NODE I =--~. \lP . . .....-.. -'....,-{~i .~..~ I I. I I I I I I I I I I I I I I I . I, ~>04"',~..i-:: ----------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ------------------------------------------------------..--------------------- ELEVATION DATA: UPSTREAM (FEET) = 1185.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 136.00 CHANNEL SLOPE = NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA (CFS) = 2,31 FLOW VELOCITY(FEET/SEC) = 5.61 (PER LACFCD/RCFC&WClJ HYDROLOGY TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) 12.60 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 1166,00 0.139'7 MANUAl,) 203.00 = 619.00 FEET. ***********************************************************************\~**** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 81 ------------------------------------------------------..----------------.----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------------------------------------------------- ------------------------------------------------------..---------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.067 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6709 SOIL CLASSIFICATION IS "B" SUBAREA AREA (ACRES) 0 . 7 0 TOTAL AREA (ACRES) = 1.80 TC(MIN) = 12.60 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1.44 3.75 ***********************************************************************~/**** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ------------------------------------------------------------------------.---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================.==== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 381,00 UPSTREAM ELEVATION = 1260,00 DOWNSTREAM ELEVATION = 1225.00 ELEVATION DIFFERENCE = 35.00 TC = 0,709*[( 381.00**3)/( 35.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = COVER 12.321 3,105 1.67 0.80 TOTAL RUNOFF(CFS) = 1.67 *****************************************************1,********************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 52 -----------------------------------------------------..---------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================= ELEVATION DATA: UPSTREAM (FEET) = 1225.00 DOWNSTRBAM(FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 249.00 CHANNEL SLOPE NOTE: CHANNEL SLOPE OF ,1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 1,67 FLOW VELOCITY(FEET/SEC) = 5,24 (PER LACFCD/RCFC&WCD HYDROLOGY TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) 13.11 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 1165.00 o .2410 MANUAL ) 303.00 = 630.00 FEEL **************************************************************************** \"\ '~'~fr~ "~~~::: -"~';';'--'~L ,;~,~,~. I I FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 81 -----------------------------------------------------------------------.----- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -----------------------------------------------------------------------.----- ----------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.001 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6671 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0,40 TOTAL AREA (ACRES) 1.20 TC(MIN) = 13.11 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 0.80 2.47 I ******************************************************~****************~t**** FLOW PROCESS FROM NODE 401. 00 TO NODE 402.00 IS CODE = 21 I -----------------------------------------------------------------------."---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =======================================================================~==== I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 108,00 UPSTREAM ELEVATION = 1256,00 DOWNSTREAM ELEVATION = 1230.00 ELEVATION DIFFERENCE = 26.00 TC = 0.709*[( 108.00**3)/( 26.00)]**.2 = 6.137 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.556 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 1. 67 0.50 TOTAL RUNOFF(CFS) = 1.67 I I I *****************************************************~:********************** FLOW PROCESS FROM NODE 501.00 TO NODE 502,00 IS CODE = 21 1 ------------------------------------------------------.--..------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================:====================== I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1227.00 DOWNSTREAM ELEVATION = 1195.00 ELEVATION DIFFERENCE = 32.00 TC = 0.709*[( 180,00**3)/( 32.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES) = COVER I I 7.999 3.938 I 0,84 0.30 TOTAL RUNOFF(CFS) = 0.84 =======================================================:===================== I END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE(CFS) 0.30 TC(MIN,) = 0,84 8,00 ============================================================================ =======================================================:===================== I END OF RATIONAL METHOD ANALYSIS 1 I 1- \% "":"'4fL. . -"~~~l~i~ I I I I I I I I I I I I I I I I I I .1 ~, . '-~.,;A!~ POST-DEVELOPMENT CONDITIONS \~ .- ;.,;.-.,~: ....~,-'+tr~;, ~... ,:..,,'1.' I II I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1503 I Analysis prepared by: I PREPARED BY: LANDMARK CONSULTING 9555 GENESEE AVENUE, SUITE 200 SAN DIEGO, CA 92121 PHONE: (858) 587-8070, FAX: (858) 587-8750 I ************************** DESCRIPTION OF STUDY ************************** , TPM 30786, TEMECULA, CALIFORNIA , , 100-YEAR; POST-DEVELOPMENT HYDROLOGY ANALYSIS , * BY: DY * **********************************************************~.*************** I I FILE NAME: 694POST,DAT TIME/DATE OF STUDY: 07:55 06/15/2002 ------------------------------------------------------------"---------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- I 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 2-YEAR, I-HOUR PRECIPITATION(INCH) = 0.570 100-YEAR, I-HOUR PRECIPITATION(INCH) = 1.300 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100,00 I-HOUR INTENSITY(INCH/HOUR) 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5500 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES '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) I I I I ----------------- ----------------- ------ ------ --.-- -- --.---- I 14,O 9.0 0.020/0,020/0.020 0.50 1,50 0,0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1, Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2, (Depth) '(Velocity) Constraint = 5,0 (FT'FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' I I *************************************************************"t************** FLOW PROCESS FROM NODE 101,00 TO NODE 102.00 IS CODE = 21 ------------------------------------------------------------------------------ I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================= I I 7P ..v~."~ "''--~~<i" -"';~A~;D I I I I I I I I I I I I I I I I I I ~I t1~: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **,2 INITIAL SUBAREA FLOW-LENGTH = 360.00 UPSTREAM ELEVATION = 1256.00 DOWNSTREAM ELEVATION = 1250.40 ELEVATION DIFFERENCE = 5.60 TC = 0.422*[( 360.00**3)/( 5,60)J**.2 10,223 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.441 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = ,7740 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = 2.13 0.80 TOTAL RUNOFF(CFS) = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103,00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STREET TABLE SECTION # 1 USED) <<<<< ----------------------------------------------------------------------------- ----------------------------------------------------------.------------------ UPSTREAM ELEVATION(FEET) = 1250,40 DOWNSTREAM ELEVATION(FEET) = 1235.00 STREET LENGTH(FEET) = 124.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) = 0.020 0.020 9.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to--curb) 0,0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.11 AVERAGE FLOW VELOCITY(FEET/SEC,) = 6.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) = 1.37 STREET FLOW TRAVEL TIME (MIN,) = 0,34 Tc (MIN.) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.379 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8787 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0,10 TOTAL AREA(ACRES) = 0.90 2.28 10. ~i7 SUBAREA RUNOFF (CFS) PEAK FLOW RATE(CFS) = 0.30 2.43 END OF SUBAREA STREET FLOW HYDRAULICS, DEPTH (FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 FLOW VELOCITY(FEET/SEC.) = 6.06 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 484.00 1.41 FEET. ************************************************************k*************** FLOW PROCESS FROM NODE 103.00 TO NODE 103,00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================:================ 2..\ ...;~~~ .-"",", .....,.'.} . '--~~L- I I I I I I I I I I I I I I I I I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.57 RAINFALL INTENSITY (INCH/HR) = 3.38 TOTAL STREAM AREA(ACRES) = 0,90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.43 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103,00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ------------------------------------------------------------.---------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 321.00 UPSTREAM ELEVATION = 1240.00 DOWNSTREAM ELEVATION = 1235.00 ELEVATION DIFFERENCE = 5.00 TC = 0,422*[( 321.00**3)/( 5.00)]**,2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.529 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7764 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 9.762 2.19 0,80 TOTAL RUNOFF(CFS) = 2.19 **********************************************************If***************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS COilE ,= I -----------------------------------------_________________n_________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==============================================================:=============== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.76 RAINFALL INTENSITY (INCH/HR) = 3,53 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) I 2,43 2 2.19 Tc (MIN.) 10.57 9,76 INTENSITY (INCH/HOUR) 3,379 3.529 AREA (ACRE) 0.90 0.80 *********************************WARNING*****************~**************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. TEIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY z..~ I I NUMBER 1 2 (CFS) 4.43 4.53 (INCH/HOUR) 3.529 3.379 (MIN,) 9,76 10.57 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 4.53 Tc(MIN,) = 10,57 TOTAL AREA(ACRES) = 1.70 LONGEST FLOWPATH FROM NODE 101,00 TO NODE 103,00 = 484.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105,00 IS CODE = 62 I ----------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION(FEET) = 1235.00 DOWNSTREAM ELEVATION(FEET) = 1225.00 STREET LENGTH(FEET) = 197.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 14.00 I DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0,020 0,020 9.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 I I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.32 AVERAGE FLOW VELOCITY(FEET/SEC,) 4,87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.52 STREET FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN,) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.266 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8781 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 1.90 0.57 5,10 4,81 I 11. :24 I SUBAREA RUNOFF (CFS) PEAK FLOW RATE(CFS) I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH (FEET) 9,!i4 FLOW VELOCITY(FEET/SEC,) = 4.96 DEPTH*VELOCITY(FT*FT/SEC,) 1.57 LONGEST FLOWPATH FROM NODE 10l,OO TO NODE 105,00 = 681.00 FEET. I **********************************************************~f***************** I FLOW PROCESS FROM NODE I 105,00 TO NODE 105.00 IS COilE = -----------------------------------------------------------.--.--------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -----------------------------------_______________________n_________________ -----------------------------------------_________________n_________________ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) = 11.24 RAINFALL INTENSITY(INCH/HR) 3.27 TOTAL STREAM AREA(ACRES) = 1.90 I I I ..;.;.,.,.:.4:W.c.. ~'''''-~rf ?;b - ..::..-"'"~~~; I I I I I I I I I I I I I I I I I I I PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105,00 IS CODE = 21 ----------------------------------------------------------.------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------.------------------ ----------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 464.00 UPSTREAM ELEVATION = 1227,00 DOWNSTREAM ELEVATION = 1225.00 ELEVATION DIFFERENCE = 2.00 TC = 0,422*[( 464,00**3)/( 2.00)J**.2 14.626 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.B26 SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT = ,7539 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 1.92 0.90 TOTAL RUNOFF(CFS) = 1. 92 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ----------------------------------------------------------..----------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================= TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 14,63 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 10B.00 IS COllE = 21 -----------------------------------------------------------.----------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -----------------------------------------------------------.----------------- ----------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 17B,OO UPSTREAM ELEVATION = 1251.50 DOWNSTREAM ELEVATION = 1235.00 ELEVATION DIFFERENCE = 16.50 TC = 0,303*[( 17B.00**3)/( 16,50)]**,2 3,B76 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN, 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.099 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BB47 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.45 0,10 TOTAL RUNOFF(CFS) = 0,45 **********************************************************~,***************** FLOW PROCESS FROM NODE 108.00 TO NODE 105.00 IS CODE = 62 --------------------------------------------------------------.-------------- 7A .~;;;.~~ ".,0. ','. ~;-....,.~~.. .,,,-;:,..,,. I I I I I I I I I I I I I I I I I I I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1235.00 DOWNSTREAM ELEVATION(FEET) = 1225.00 STREET LENGTH(FEET) = 167.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0,020 0,020 9,00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-Gurb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0,0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 1,96 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 0,66 Tc(MIN.) 5.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4,763 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8838 SOIL CLASSIFICATION IS "B" SUBAREA AREA (ACRES) 0 . 1 0 SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = 0.20 PEAK FLOW RATE(CFS) 0.66 0.42 0,87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.19 HALFSTREET FLOOD WIDTH (FEET) 3.28 FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 107.00 TO NODE 105,00 = 345.00 0.74 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ----------------------------------------------------------.------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==========================================================:================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 5.66 RAINFALL INTENSITY(INCH/HR) = 4.76 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 5.10 2 1.92 3 0.87 Tc (MIN,) 11. 24 14.63 5.66 INTENSITY (INCH/HOUR) 3,266 2.826 4.763 AREA (ACRE) 1. 90 0,90 0,20 * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * *WARNING* * * * * * * * * * * * * * * * * j' * * '* * * * * * * * * * * * * * IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED y5 ....,;....-;~~ ~ '..+,.'.. I I I I I I I I I I I I I I I I I I 1~-4ij, ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********************************************************,~*************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS, ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 4,18 7,17 6,85 TABLE ** Tc (MIN.) 5,66 11. 24 14.63 INTENSITY (INCH/HOUR) 4,763 3,266 2.826 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.17 Tc(MIN.) = 11.24 TOTAL AREA(ACRES) = 3.00 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105,00 681. 00 FEET. **********************************************************k***************** FLOW PROCESS FROM NODE 105.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ==========================================================,================== ELEVATION DATA: UPSTREAM (FEET) = 1225.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 85,00 CHANNEL SLOPE CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0,015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 7,17 FLOW VELOCITY(FEET/SEC) = 21.66 FLOW DEPTH(FEET) = TRAVEL TIME (MIN.) = 0.07 Tc(MIN.) = 11.31 LONGEST FLOWPATH FROM NODE 10l,OO TO NODE 1188.00 0.4353 I) ,26 109,00 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE '= 1 ----------------------------------------------------------..----------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ----------------------------------------------------------..----------------- ----------------------------------------------------------..----------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.31 RAINFALL INTENSITY (INCH/HR) = 3.26 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.17 **********************************************************~,***************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE" 21 ----------------------------------------------------------..----------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===========================================================t================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 150,00 UPSTREAM ELEVATION = 1258.80 ?fp ~~l, ~.~~ .1ffL ..;;;..:.~~ .~',"",~r)~ I II DOWNSTREAM ELEVATION = 1238.00 ELEVATION DIFFERENCE = 20.80 TC = 0.709*[( 150.00**3)/( 20,80)J**,2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 7,815 3.989 I 0.85 0.30 TOTAL RUNOFF(CFS) = 0.85 I **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 109.00 IS CODE = 51 -----------------------------------------------------------..---------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< -----------------------------------------------------------..---------------- ---------------------------------------------------------------------------- I ELEVATION DATA: UPSTREAM (FEET) = 1238.00 DOWNSTREAM (FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 265,00 CHANNEL SLOPE CHANNEL BASE (FEET) = 1. 00 "Z" FACTOR = 1. 000 MANNING'S FACTOR = 0,015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0,85 FLOW VELOCITY(FEET/SEC) = 8.08 FLOW DEPTH(FEET) = TRAVEL TIME (MIN.) = 0.55 Tc(MIN.) = 8.36 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 1188.00 0.1887 I 0.10 109.00 415.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 109.00 IS CODE = 81 -----------------------------------------------------------..---------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================,================ I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.843 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7072 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) 1.20 TC(MIN) = 8,36 2,45 3.30 SUBAREA RUNOFF(CFS) TOTAL RUNOFF (CFS) = I **************************************************************************** I FLOW PROCESS FROM NODE 1 109.00 TO NODE 109.00 IS CODE = -----------------------------------------------------------.---------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.36 RAINFALL INTENSITY(INCH/HR) = 3.84 TOTAL STREAM AREA (ACRES) = 1,20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 I I *************************************************************~************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE - 21 ----------------------------------------------------------.------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ============================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 250.00 I I I '".~~,,#i.. z.1 . .'-~-~~"ri.. I I I I I I I I I I I I I I I I I I l~" UPSTREAM ELEVATION = 1217.00 DOWNSTREAM ELEVATION 1214,50 ELEVATION DIFFERENCE 2,50 TC = 0.422*[( 250.00**3)/( 2.50)J**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.551 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7770 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 9.651 1. 38 0.50 TOTAL RUNOFF(CFS) = 1. 38 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 109,00 IS CODE = 31 --------------------------------___________________________u________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ============================================================================ ELEVATION DATA: UPSTREAM (FEET) = 1210.00 DOWNSTREAM (FEET) 1188.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW (CFS) = 1,38 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 112,00 TO NODE 109.00 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113,00 TO NODE 109.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,530 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .7970 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) 0.60 TC(MIN) = 9.76 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 0,28 1.66 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ----------------------------------------------------------.------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 9.76 RAINFALL INTENSITY (INCH/HR) = 3.53 TOTAL STREAM AREA (ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7,17 2 3.30 TC (MIN.) 11.31 8.36 INTENSITY (INCH/HOUR) 3.256 3.843 AREA (ACRE) 3,00 1.20 Zfb - . --.~~~j~ I I I I I I I I I I I I I I I I I I I, 3 1.66 9.76 3.530 0.60 *********************************WARNING******************'k*************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS EASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********************************************************'t*************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 10.03 10.88 11. 50 TABLE .. Tc (MIN. ) 8,36 9.76 11,31 INTENSITY (INCH/HOUR) 3,843 3.530 3.256 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 11.50 Tc(MIN.) = 11.31 TOTAL AREA (ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109,00 766.00 FEET. ***********************************************************n**************** FLOW PROCESS FROM NODE 109.00 TO NODE 114.00 IS CODE = 52 -----------------------------------------------------------..---------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM (FEET) = 1188.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) 276.00 CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = 11.50 FLOW VELOCITY(FEET/SEC) = 7.79 (PER LACFCD/RCFC&WCD HYDROLOGY TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 11.90 LONGEST FLOWPATH FROM NODE 10l,OO TO NODE 1163.00 0.0906 MANUAL ) 114,00 = 1042.00 FEET. ***********************************************************~**************** FLOW PROCESS FROM NODE 109.00 TO NODE 114.00 IS CODE = 81 ------------------------------------------------------------.---------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3,166 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ,6762 SOIL CLASSIFICATION IS "B" SUBAREA AREA (ACRES) 1. 3 0 TOTAL AREA(ACRES) 6.10 TC(MIN) = 11.90 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = :2.78 14.2e +---------------------------------------------------------.-----------------+ I FLOWS INTO EXISTING STREAM I I +---------------------------------------------------------.-----------------+ **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE ~ 21 ~Oy - .~:;".4.ti;, ..~-~~ I I ------------------------------------------------------------.---------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I I I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **,2 INITIAL SUBAREA FLOW-LENGTH = 245,00 UPSTREAM ELEVATION = 1225,00 DOWNSTREAM ELEVATION = 1166.00 ELEVATION DIFFERENCE = 59.00 TC = 0.709*[( 245.00**3)/( 59.00)]**,2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = 1. BB 0.70 COVER B.516 3,B05 TOTAL RUNOFF(CFS) = 1. BB +---------------------------------------------------------.~----------------+ FLOWS INTO EXISTING STREAM I I I I +----------------------------------~----------------------------------------+ I **********************************************************'~**k************** 302.00 IS COilE = 21 FLOW PROCESS FROM NODE 301.00 TO NODE ----------------------------------------------------------..----------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------.------------------ ---------------------------------------------------------_.~----------------- I I I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 249,00 UPSTREAM ELEVATION = 1227,00 DOWNSTREAM ELEVATION = 1165.00 ELEVATION DIFFERENCE = 62,00 TC = 0,709*[( 249,00**3)/( 62,00)]**,2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = 1.07 0.40 COVER B.514 3.B05 TOTAL RUNOFF(CFS) = 1. 07 +----------------------------------------------------------'-----------------+ FLOWS INTO EXISTING STREAM I +------------------------------------------------------------..-------------+ **********************************************************~***************** I FLOW PROCESS FROM NODE 401,00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ------------------------------------------------------------.---------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 116.00 UPSTREAM ELEVATION = 1253.00 I I .1, -",~-"",~;:. _c~'"~~~ ;,0 _':"'''"~.<-~~j I I I I I I I I I I I I I I I I I I I DOWNSTREAM ELEVATION = 1230.00 ELEVATION DIFFERENCE = 23.00 TC = 0.709*[( 116.00**3)/( 23.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 6,565 4.390 0,64 0,20 TOTAL RUNOFF(CFS) = 0.64 +---------------------------------------------------------------------------+ FLOWS INTO EXISTING CONC. DITCH +--------------------------------------------------------------------------+ ***********************************************************~**************** FLOW PROCESS FROM NODE 501. 00 TO NODE 502.00 IS CODE = 21 ----------------------------------------------------------.------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------.------------------ ----------------------------------------------------------.------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 198.00 UPSTREAM ELEVATION = 1240,00 DOWNSTREAM ELEVATION = 1227.00 ELEVATION DIFFERENCE = 13.00 TC = 0.422*[( 198.00**3)/( 13.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4,598 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7998 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 6.034 0.37 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE ,= 51 ----------------------------------------------------------..----------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< -----------------------------------------------------------.----------------- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 1227,00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 80,00 CHANNEL SI,OPE CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0,015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.37 FLOW VELOCITY(FEET/SEC) = 7.21 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 0,18 Tc(MIN,) = 6.22 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 1195.00 0.4000 0.05 503.00 278.00 FEET, **********************************************************~'**n************** FLOW PROCESS FROM NODE 502,00 TO NODE 503.00 IS CODE = 81 -----------------------------------------------------------.--..-------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -----------------------------------------------------------.----------------- -----------------------------------------------------------._---------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.522 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7984 SOIL CLASSIFICATION IS "B" ;,\ .~'.,.-'..~.;, ";~~""-~1i... ,.,,-.-...!;. I I SUBAREA AREA(ACRES) TOTAL AREA (ACRES) TC(MIN) = 6.22 0.30 0.40 SUBAREA RUNOFF(CFS) TOTAL RUNOFF (CFS) = 1. 08 1.45 I +--------------------------------------____________________u_______________+ FLOWS INTO EXISTING CONC. DITCH I +-----------------------------------------------------------.---------------+ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE (CFS) = 0.40 TC(MIN.) = 1.45 6.22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ I END OF RATIONAL METHOD ANALYSIS 1 I I . g g I I g g g g I I ~. . ,::>1- -"",;o;~~: . ~:~~.~j.; ~--'\"'4~" I I I I I I I I I I I I I I I I I :1 I -'~''''if.. lOO-YEARHYDRAULIC CALCULATIONS 3>~ ;"~~J.. -~'~-'~k I I I I I I I I I I I I I I I I I I I CONCRETE DITCH ~A, -"-.-+ffk '~'';'':':''''f.~B. I I DITCH 1 CAPACITY Worksheet for Circular Channel I Project Description Worksheet Flow Element Method Solve For DITCH Circular Chann Manning's Fon Discharge I I Input Data Mannings Coaffie 1013 Slope ~3.50 % Depth 12.0 in Diameter 24 in I Results I I I I Discharge Flow Area Wetted Perime Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energ: Fraude Numbe Maximum Disc Discharge Full Slope Full Flow Type 74.60 cfs 1.6 ff' 3.14 It 2.00 It 2.00 It 50.0 % 10.47 % 47.49 flIs 35.05 It 432.6 in 9.45 160.49 cfs 149.20 cfs 10.87 % iupercritical I I I I I I I I Project Engineer. David Yeh FlowMaster v6.1 (614k] Page 1 of 1 / ~ I -::"':"':"~1f~;. g:\projects\69-4\hydro\sd.fm2 Landmark Consulting 06116/02 04:55:37 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 - . "." ....,-.--:*,;;; ~~"'~, -,',' ....-.-caf;~.. ,...,.....:..:1 I I Project Oescription Worksheet Flow Element Method Solve For DITCH Circular Chann Manning's Fan Channel Deplt1 I I I Input Data Mannings Coefficl013 Slope ~3.50 % Diameter 24 in Discharge 7.20 efs I I Results Depth 3.6 in Flow Area 0.3 It' Wetted Perime 1.59 It Top Width 1.43 It Critical Depth 0,95 It Percent Full 14.9 % Critical Slope 0046 % Velocity 24.49 Ws Velocity Head 9,32 It Specific Energ: 11504 in Fraude Numbe 9.51 Maximum Disc 160.49 cfs Discharge Full 149.20 cfs Slope Full 0.10 % Flow Type )upercritical I I I I I II I I II I I DITCH 1 FLOW Worksheet for Circular Channel Project Engineer. David Yeh FlowMaster v6.1 [614k] Page 1 of 1 I g:\projects\69-4\hydro\sd.fm2 Landmark Consulting 06116/02 04:56:17 PM @Haestad Methods, Inc. 37 BrookSide Road Waterbury, CT 06708 USA (203) 755-1666 yo ;..:....,~?~ -;"'~"":' :~--'~5~' I I Project Description Worksheet Flow Element Method Solve For DITCH 2 Circular Chann Manning's Farr Discharge I I I Input Data Mannings Coeffie l013 Slope 18.90 % Depth 12.0 in Diameter 24 in I I Results Discharge 49,17 cfs Flow Area 1.6 ft' Wetted Perime 3.14 ft Top Width 2.00 ft Critical Depth 1.98 ft Percent Full 50.0 % Critical Slope 4.34 % Velocity 31,30 ftIs Velocity Head 15.23 ft Specific Energ: 194.7 in Fraude Numbe 6.23 Maximum Disc 105.79 cfs Discharge Full 98.34 cIs Slope Full 4.73 % Flow Type iupercritical 1 I I I I I 1 I I I I g:\projects\69-4\hydro\sd.fm2 1._ 06116/02 04:57:30 PM @HaestadMethods,lnc. r,,= 1;Io,r, DITCH 2 CAPACITY Worksheet for Circular Channel Project Engineer: David Yeh FlowMasterv6.1 [614k] Page 1 of 1 Landmark Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ?1, -~"",4;,:;' ,"';"'''wr;., '-"-.~'MJ I I Project Description Worksheet Flow Element Method Solve For DITCH 2 Circular Chann Manning's Fon Channel Depth I I I Input Data Mannings Coeffic ).013 Slope 18.90 % Diameter 24 In Discharge 3.30 efs I I Results Depth 3.0 in Flow Area 0.2 It' Wetted Perime 1.45 It Top Width 1.32 It Critical Depth 0.64 It Percent Full 12.5 % Critical Slope 0.45 % Velocity 14.48 IVs Velocity Head 3.26 It Specific Energ: 42,1 in Froude Numbe 6,16 Maximum Disc 105,79 cfs Discharge FuJI 98.34 cfs Slope Full 0.02 % Flow Type ~upercritical I I I I I I I I I I I DITCH 2 FLOW Worksheet for Circular Channel I g:\projects\69-4\hydro\sd.fm2 Landmark Consulting 06/16/02 04:57:58 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~;;";..;ij..!fJ.~' . --,;~-~~~ '"+,. * ~ Project Engineer: David Yeh FlowMasterv6.1 [614k] Page 1 of 1 ~ ."";.;~. I I I I I I I I I I ;1 I I I I .1 II II I Jc-- ~, 8" PVC DOWN DRAIN '70.. ~.~~i. I II Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Full Flow Capacil I I I Input Data Mannings Coeffic).010 Slope 34.10 % Diameter 8 in I Results Depth 8.0 in Discharge 9.17 cfs Flow Area 0.3 ft2 Wetted Perime 2.09 ft Top Width 0.00 It Critical Depth 0.67 It Percent Full 100.0 % Critical Slope ~3.99 % Velocity 26.28 fils Velocity Head 10,73 It Specific Energ: 136.8 in Froude Numbe 0.00 Maximum Disc 9.87 cfs Discharge Full 9.17 cfs Slope Full 34.10 % Flow Type N/A I I I I I I I I I I I I 8" DOWN DRAIN CAPACITY Worksheet for Circular Channel I g:\projects\69-4\hydro\sd.fm2 landmark Consulting 06116/02 04:53:50 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: David Yeh FlowMaSler v6.1 [614kJ AO Page1of1 ~ ~4f.;, I ,.~. I I I I I I I I I I I I I I I I I I - Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Channel Depth Input Data Mannings Coeffic).010 Slope 34.10 % Diameter 8 in Discharge 1.40 cfs Results Depth 2,1 in Flow Area 0,1 ft' Wetted Perime 0.72 ft Top Width 0,59 ft Critical Depth 0,56 ft Percent Full 26.4 % Critical Slope 0.77 % Velocity 19.00 ftIs Velocity Head 5.61 ft Specific Energ: 69.4 in Froude Numbe 9.46 Maximum Disc 9.87 cfs Discharge Full 9,17 cfs Slope Full 0.79 % Flow Type iupercritical untitled.fm2 06116/02 10:04:25 AM @ Haestad Methods. Inc. '__..c,>-:!{". 8" DOWN DRAIN FLOW Worksheet for Circular Channel Project Engineer: David Yeh FlowMaster v6.1 [614k] Page 1 of 1 b...\ Landmark Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 '-,,;",-';~t I I I I I I I I I I I I I I I I I I I RIP RAP ENERGY DISSIPATER The rip rap energy dissipater is sized based on the discharge velocity. The maximum velocity is 24.5 fps, the size of the rip rap is as follows: 10' x 1O' x 5.4' thick rock class = 2 ton filter blanket upper layer = 2" lower layer = sand. A.V ~ ~';'''-';!4.,"'fJ;. ..,.......,;,:;.... ~,:.....'f;!, Ju1 10 01 10:49a Landmark 18581587-8750 p.1 2000 REGIONAL SUPPLEMENT AMENDMENTS individual pieces of any class of rock slope protection shall be determined by the ratio of the number of individual pieces larger than the smallest size listed in the table for that class also pertaining to 200-1.7 200-1.6.3 Quality Requirements Page 45 - First paragraph. second sentence change "60 days. to "30 days". 200-1.7 Selection of Riprap lIDd Filter Blanket Material Add Section 200-1.7 "Selection of Rip Rap and Filter Blanket Material" shall be per Table 200-1.7 Table 200-1. 7 Rip Filter Blanket Upoer Laver(s) Velocity Rock Class Rap (3) Meters/See (2) Thic Option I Optio . (FtlSee) k- Sect. 200 n2 Option 3 Lower (I) Nes (4) Sect.4 (5) Layer s 00 (6) "T" (4) , 2 (6-7) No, 3 Backing 0.6 5 mm (3/16") C2 0.0, --- 2.2 (7-8) No.2 Backing 1.0 6 mm (114") 83 D.O. -- 2,6 (8-9.5) Facing 1.4, 9.5 mm (3/8") -- 0,0. ---- 3 (9.5-11) Light 2.0 12.5 mm (W') - 25mm (3/4"- 1-112") - 3.5 (11-13) 220 kg (114 Ton) 2.7 19 mm (3/4") - 25mm (3/4".1-112") SAND 4 (l3-15) 450 kg (V, Ton) 3.4 2Smm(I") - 2Smm (3/4"- \-\12") SAND 4.5 (15-\7) 900 kg (1 Ton) 4.3 37.5 mm (1-\12") -- TYPE B SAND 5.5 (17-20) \,8Tonne (2 Ton) 5.4 50 mm (2") -- TYPE B SAND See Section 200-1.6. see also Table 200-1.6 (A) ..""" -"i-:i,~ I \ lAb I I I I Practical use of this table is limited to situations where "T" is less than inside diameter. (I) . Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater. (2) If desired rip rap and filter blanket class is not available, use next larger class. ... (3) Filter blanket thickness = 0.3 Meter (I Foot) or "T', whichever is less. -'--~ ...;,...,#"1: I I I I I I I I I I I I I I I I I I I CONCLUSION Based on the calculations presented in this report, the proposed drainage system is adequate to handle the anticipated peak flow from the site as a result of the development. No significant adverse impact to the existing environment will develop as a resulting of the utilization of rip rap energy dissipater at discharge point. ~ . ": ~.~,:...:,,~~ ~"~-k:,r. I I I I I I I I I I I I I I I I I I I APPENDIX M& -":....~?;~ .......,..,..'f. I I I I I I I I I I' I I I I I I I I I I LEGEND - SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION ~ HYDROLOGIC SOILS GROUP MAP FOR PECHANGA ~b RCFcaWCD HYDROLOGY I'JIANUAL ~--.I"""'I o FEET 5000 'e''''''-''''';,.'. ,..;........_._~0., ~ 'PLATE C-f.61 II 'I II I I I I I I Ii I I I I I I I. \ I II U.~ "'.Ii"- t: ~"r,/;, c . 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