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Home My WebLink AboutDrainage Study0 0 ~o ~~~~~~ ~~~ 0 O PRELIMINARY HYDROLOGY AND _- STORM DRAIN FACILITIES ANALYSIS FOR CAMPOS VERDE TEMECULA, CALIFORNIA RIVERSIDE COUNTY Prepared for: ~:- BEDFORD PROPERTIES 28765 Single Oak Drive, Suite 200 O Temecula, California 92390 (714) 676-5641 Prepared by: NBS/COWRY, INCORPORATED 40925 County Center Drive, Suite 120 Temecula, California 92390 (714) 676-6225 Hector L. Correa, Vice President W. Dan Gilmore, Engineer R78-090.093 May 14, 1990 WIRY : 6 ~. ~~~~p~P~~~~ 0 O O PURPOSE The purpose of this study hydrology information and t improvements required for The scope of the study inch design and preliminary facilities. All facilities event. is to verify and update existing ~ determine the necessary drainage the development of Campos Verde. ides a preliminary detention basin sizes for underground drainage are designed for a 100-year storm PROJECT DESCRIPTION The Campos Verde Development site lies to the south of Winchester Road between Ynez Road and Roripaugh Road in the City of Temecula, County of Riverside. The development of Campos Verde will be primarily residential. There will also be some apartments and commercial facilities. Surrounding developments tributary to the "unnamed dry wash" will consist of commercial, apartments, and single family homes. The hydrology map included with this study indicates the specific drainage areas and their appropriate land uses. The Notice of Preparation for the project indicates that the site is within the dam inundation area of Lake Skinner. No special design standards are required as a result. HYDROLOGY This analysis will refer to the Drainage Study for Rancho California Commerce Center General Plan Amendment dated April 1989 by Robert Bein, William Frost & Associates as RBF's study. The Unnamed Dry-Wash Bank Improvements study for Plot Plan 11222 dated March 7, 1990 by NBS/Cowry will be referred to as the Dry-Wash study. Both studies are considered valid and are made a part hereof. The bulk of RBF's study was verified and accepted. Negligible changes in drainage area boundries were noted. These changes were most likely due to discrepencies between different sources of topography and created no net effect on RBF's hydrologic calculations. The total area tributary to the basin outlet at Margarita Road is approximately 1,650 acres. The locations and sizes of the contributing subareas are shown on the exhibits included. The existing conditions analysis in RBF's study is accepted. Refer to that report in Appendix A for existing flows and facilities. Changes in the site plan for Campos Verde indicated the need O for a revised analysis. A composite of several tract and parcel maps was used to prepare a more detailed hydrologic analysis of the Campos Verde site. An overall drainage study titled "Preliminary Hydrology and Storm Drain Facilities Analysis for Lot 6" was prepared by NBS/Cowry. This report is considered valid and is made apart hereof. While most of the area is tributary to the "unnamed dry-wash", portions of Campos Verde are tributary to the area between Lot 6 and Winchester Road. The attached hydrology map provides a more detailed description of the areas and where they drain. Offsite flows tributary to the Campos Verde site were determined by RBF's study. These flows are conveyed through the site by the appropriate size culvert as indicated on the drainage improvements exhibit. Campos Verde was analyzed under future developed conditions using the Rational Method computer program based on the RCFC&WCD Hydrology Manual dated April 1976, by AES. Results of that analysis are attached. The flows obtained from those results are indicated on the hydrology map. The preliminary storm drain facilities for the site are shown on the drainage improvements exhibit. HYDRAULICS O The "unnamed dry-wash" discharges under Ynez Road through a double 10x5 RCB. The Dry-Wash study indicates that the double 10x5 RCB can adequately convey a flow of 1250 cfs. The area tributary to this box generates a 100-year storm runoff peak well over the existing 1250 capacity. This necessitates the use of a detention basin upstream to reduce the flow rate experienced by the Ynez Road box to 1250 cfs. A preliminary location for the detention basin was chosen and is shown on the drainage improvements exhibit. All drainage areas beyond the basin that were tributary to the double 10x5 RCB were subtracted from the total runoff flow. The result was an allowable discharge from the detention basin of 1055 cfs. Adepth-discharge curve and a depth-storage curve were established based on a preliminary RCB main storm drain design. Both curves are attached. All flows tributary to the detention basin were routed through it using the Hydrologic Elements computer program HELE2. The detention basin .algorithm results are attached. O . _o The hydraulics of the RCB storm drain culvert were analyzed using the Storm Plus computer program. The printed output from the program are included in this report. A profile plot showing the hydraulic grade line and the energy grade line is also included. Runoff will be conveyed through the Campos Verde site by a system of parking lots, streets, catch basins, pipe culverts and channels. The drainage improvements exhibit indicates preliminary sizes and locations of these facilities. O O ------- ------------------------------------------ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM RASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ___ ___ ______ ____ ___o__ __ _ ___ ___ _ _ __ (C) Copyright 1982,1986 Advanced Engineering Software CAES7 Especially prepared for: NHS/COWRY ENGINEERING ****~*+***DESCRIPTION OF RESULTS***~**********************~***************aa * CAMPOS VERDE HYDROLOGY AND PRELIMINARY PIPE SIZES ~ * 10-YEAR STORM, FUTURE DEVELOPED CONDITIONS * NBS/COWRY R78-090.093 MAY 14, 1990 a ----------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL> TD USE FOR FRICTION 10-NEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 O 10-YEAR STORM 60-MINUTE INTENSITV(INCH/HOUR) _ .880 100-YEAR-STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 iOG-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .5495536 SLOPE _ .95 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSiTY(INCH/HOUR) _ .8888 SLOPE OF INTENSITY DURATION CURVE _ .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software CAES7 SERIAL No. I0617I VER. 3.3C RELEASE DATE: 2!20/86 ***~******~************~*~********a***************~****~x~******~*******~~** FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 6 ?`>» COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < O UPSTREAM ELEVATION =- 150.00 DOWNSTREAM ELEVATION = 141.00 ST~EtT LENGTH(FEET) 950:00 CURB HEI6TH(INCHES) = b. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 +~*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .40 HALFSTREET FLOODWTDTH(FEET) = 13.53 AVERAGE FLOW VELOCITV(FEET/SEC.) = 2.76 PRODUCT OF DEPTHBVELOCITY = 1.09 STREETFLOW TRAVELTIME(MIN) = 5.74 TC(MIN) = 10.74 5.38 10.00 YEAR RAINFALL INTEN5ITY(INCH/HOUR) = 2.292 SDIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7588 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CF5> = 6.78 SUMMED AREA(ACRES> = 3.91 TOTAL RUNOFF(CFS) = 7.78 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOODWIDTHIFEET) = 16.28 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITV = 1.27 O *-~r~r**+r**+~~~r~#*******~a~**~x-~ir*~***#aaar~t*+~-~~r~-*~at*~-**~tx-***~c**art*~r*x~*~-***+r***~*** FLDW PROCESS FROM NDDE 18.00 TD NODE 18.10 IS CODE = 2 ---------------------------------------------------------------------------- » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) O TC = K.*C(LENGTH*+~3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 137.00 DOWNSTREAM ELEVATION = 116.00 ELEVATION DIFFERENCE = 21.00 TC = .393*C( 900.00**3)/( 21.00)7+~+F.2 = 12.649 10.00 YEAR RAINFALL INTENSITV(INCH/HOUR) = 2.094 SDIL CLASSIFICATION IS "B" SINGLE-FAMILV(i/4 ACRE LOT) RUNOFF COEFFICIENT = .7500 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 11.15 ~~~w~--~t-x--M~-~t ar-*~x-~-ar+r*~r*~*u-~-r***~-~t~-~-x~-it it x~x~*~-*-~c*~r**~*x-***~-at***-**ic+r*~-+t+~~-its-~-*~~t *,r~ar** =LOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 >%;iiDESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.65 RAINFALL INTENSITY (INCH./HOUR) = 2.09 TDTAL STREAM AREA (ACRES) = 7.10 TDTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.15 ~~-*+~-~-**~-~*~~-~r*~********era****~*****+F************~-***it+c+Fir***x-*~r****~r***~-a~**~ =LOW PROCESS FROM NODE 18.40 TO NODE 18.40 IS CODE = 7 ------------------------------------------------------ ,.;?;USER SPECIFIED HYDROLOGY INFORMATION AT NODE « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITV(INCH/HOUR) = 2.01 TOTAL AREA(ACRES) = 52.70 TOTAL RUNOFF(CFS) = 82.00 O***~**~************~~*******~********************+***********~*~*********** FLDW PROCESS FRDM NODE 18.40 TO NODE 18.10 IS CODE = 3 ---------------------------------------------------------------------------- » »>CDMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<C«< » >» USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLDW)« « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES PIPEFLOW VELOCITV(FEET/SEC.) = 11.4 UPSTREAM NDDE ELEVATION = 117.50 DOWNSTREAM NDDE ELEVATION = 116.00 FLDWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUHAREA(CFS) = 82.00 TRAVEL TIME(MIN.) _ .22 7C(MIN.) = 13.82 ___ ~*******~******************~**~*~*~***t**w~*********x**~***************~***~ FLOW PROCESS FROM NODE 1H.10 TD NODE 18.10 IS CODE = 1 )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » )AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDN(MINUTES) = 13.82 RAINFALL INTENSITY (INCH./HOUR) = 1.99 TDTAL STREAM AREA (ACRES) = 52.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 82.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ----------------------- ---------------------------------------------------- ? 11.15 12.65 2.094 2 82.00 13.82 1.995 RAINFALL INTENSITY AND TIME ^F CDNCENTRATIDN RATID FORMULA(RCFCBWCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNDFF VALUES ARE AS FOLLOWS: 66.21 92.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 92.62 TIMEfMINUTES) = 13.819 TOTAL AREA(ACRES) = 59.90 FLDW PROCESS FROM NODE 18.10 T^ NODE 16.00 IS CODE = 3 ----------------------------------------------------------------- ---------- >?>:>CDMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < >:`» USING COMPUTER-ESTIMATED PIPESIZE fNON-PRESSURE FLOW)« « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- O DEPTH DF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPEFLDW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NDDE ELEVATION = 116.00 DOWNSTREAM NODE ELEVATION = 103.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 92.62 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 14.32 FLOW PROCESS FROM NODE 18.10 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA T^ MAINLINE PEAK FLOW « « < ---------- ---- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.956 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7431 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS> = 2.76 TOTAL AREA(ACRES) = 61.70 TOTAL RUNOFF(CFS) = 95.38 TC(MIN) = 14.32 - FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 TS CDDE = 1 ---------------------------------------------------------------------------- » » )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < ----------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.32 RAINFALL INTENSITY (INCH./HOUR) = 1.96 TOTAL STREAM AREA (ACRES) = 61.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 95.38 **~***********~*w**~***********~*************~**************+*************~ FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 2 ~~// ---------------------------------------------------------------------------- ;>; » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = Y*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 18.00 TC = .303~C( 1000.00*3)/! 18.00)7**.2 = 10.728 10.00 YEAR RAINFALL INTEN5ITY(INCH/HOUR) = 2.293 SDIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8718 SUBAREA RUNOFF(CFS) = 15.59 TDTAL AREA(ACRES) = 7:80 TOTAL RUNOFF(CFS) = 15.59 FLOW PROCESS FRDM NDDE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >`>?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: O TIME OF CONCENTRATION(MINUTES) = 10.73 RAINFALL INTENSITY (INCH./HOOP,) = 2.29 TDTAL STREAM AREA (ACRES) = 7.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15.59 ~~' *~*x*********~**~*~**~****+*****#**~#*#***********************~~****r******** FLOW PROCESS FROM NODE - 17.00 TO NODE 16.00 IS CODE = 2 ------------------------------------------------------------ ~i>; » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ---------------------------------------------- ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILV (1/4 ACRE) TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]*~.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 118.00 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 16.00 TC = .393~C( 1000.00**3)/( 16.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SDIL CLASSIFICATION IS "H" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT SUBAREA RUNDFF(CFS) = 13.28 14.227 1.963 _ .7434 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS> = 13.28 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >r>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «C -------------------------------=------------------------- --------------------------------------------------------- CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.23 O RAINFALL INTENSITV (INCH./HOUR) = 1.96 TOTAL STREAM AREA (ACRES) = 9.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.28 CONFLUENCE INFORMATIDN: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 95.38 14.32 1.956 2 15.59 10.73 2.243 3 13.28 14.23 1.963 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC~WCD) USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 121.92 97.08 121.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUIVOFF(CFS) = 121.92 TIME(MINUTES) = 14.317 TOTAL AREA(ACRES) = 78.60 *****~******~~**~*******a****~**~*********************~~***********~******** FLOW PROCESS FROM NODE 16.00 TO NODE 14.00 IS CODE = 3 ---------------------------------------------------------------------------- » » COMPUTE PIPEFLDW TRAVELTIME THRU SUBAREA « « < ~:>%» USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.2 INCHES PIPEFLDW VELOCITY(FEET/SEC.) = 17.1 UPSTREAM NODE ELEVATION = 102.00 DOWNSTREAM NODE ELEVATION = 84.00 FLOWLENGTH(FEET) = 750.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 39.00 PIPEFLOW THRU SUBAREA(CFS) = 121.92 TRAVEL TIME(MIN.) _ .73 TCIMIN.) N = .013 NUMBER OF PIPES = = 15.05 1 O ******************~**************~****xw***~~~**~**~***~*******x***********~ FLOW PROCESS FROM NODE 15.00 TO NODE 14.00 IS CODE = B ---------------------------------------------------------------------------- » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.903 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8681 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 11.07 TOTAL AREA(ACRES) = 85.30 TOTAL RUNOFF(CFS) = 132.99 TC(MIN) = 15.05 **~~***************************~****r************+*********~**************** FLOW PROCESS FROM NODE 14..00 TO NODE 14.10 IS CODE = 3 ---------------------------------------------------------------------------- » » )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » >;>USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.7 UPSTREAM NODE ELEVATION = 84.00 DOWNSTREAM NODE ELEVATIDN = 82.50 O FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DTAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS) = 132.99 TRAVEL TIME(MTN.) _ .20 TC(MIN.) = 15.24 **~~***~*x****~****~**~~*~****************x**********~**~***~a**~****~***~*a FLOW PROCESS FROM NODE 13.01 TO NODE 13.00 IS CODE = 2 ?:??)RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < , -------------------------------------------------------------------------- -------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH**3>1(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 151.00 DOWNSTREAM ELEVATION = 15C.00 ELEVATIDN DIFFERENCE = 1.00 TC = .393*C( 200.00**3)/( 1.00)7**.2 = 9.431 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.462 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7657 SUBAREA RUNOFF(CFS) _ .47 TOTAL AREA(ACRES) _ .25 TOTAL RUNOFF(CFS) _ .47 FLOW PROCESS FROM NODE 13.00 TD NODE 12.00 IS CODE = 6 » >COMPUTE STREETFLOW TRAVELTIME. THRU SUBAREA « « < UPSTREAM ELEVATION = 150.00 DOWNSTREAM ELEVATION = 124.00 STREET LENGTH(FEET) = 1450.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 O DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS> = 7.19 STREETFLOW MODEL RESULTS: STREET FLDWDEPTH(FEET) _ .33 HALFSTREET FLOODWIDTH(FEET) = 10.09 AVERAGE FLOW VELOCITY(FEET/SEC.> = 3.16 PRODUCT OF DEPTH&VELOCITV = 1.04 STREETFLOW TRAVELTIME(MIN> = 7.64 TC(MIN) = 17.07 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 SOIL CLASSIFICATION IS "H" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7330 SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 13.40 SUMMED AREA(ACRES) = 10.55 TOTAL RUNOFF(CFS) = 13.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 13.53 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY = 1.41 /-~y-*x**x********~****~********r*****a~***********r*****~*****a~**********+**** (~/) FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.> = 10.6 UPSTREAM NODE ELEVATION = 124.00 DOWNSTREAM NODE ELEVATION = 103.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.88 TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 16.23 *~*~~~~*****~**+*x***~~*+***********~***~*x*********r************«******r*** FLOW PROCESS FROM NDDE 12.00 TO NODE 11.00 IS CODE = 8 » i» ADDITION OF SUBAREA TO MAINLINE PEAK FLDW « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- i0.U0 YEAR RAINFALL INTENSITV(INCH/HOUR) = 1.712 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7292 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS1 = 6.49 TOTAL AREA(ACRES) = 17.35 TOTAL RUNOFF(CFS) = 22.37 O TC(MIN) = 16.23 FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 3 ---------------------------------------------------------------------------- » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » » >USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« «< ____________________________________________________________________________ DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES O PIPEFLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 103.00 DOWNSTREAM NODE ELEVATION = 98.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU 5UBAREA(CF5) = 22.37 TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 20.19 ************x**************~******************************t********~**~***** FLOW PROCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = 8 -----------=---------------------------------------------------------------- » » >ADDITIDN OF SUBAREA TO MAINLINE PEAK FLOW « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.619 SOIL CLASSIFICATION IS "H" _ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7232 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 14.05 TOTAL AREA(ACRES> = 29.35 TOTAL RUNOFF(CFS) = 36.42 TC(MIN) = 20.19 FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 3 »; » COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE TS 22.5 INCHES PIPEFLOW VELOCITV(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 98.00 DOWNSTREAM NODE ELEVATION = 97.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ' ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUHAREA(CFS) = 36.42 TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 20.37 x*xx~~****x*****~**x~*****~****~a**********wr***************************~*** FLOW PROCESS FROM NODE 9.00 TO NODE 3.00 IS CODE = 5 >i>7>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « <« >»»TRAVELTIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 87.00 DOWNSTREAM NODE ELEVATION = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET> = 350.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.42 FLOW VELOCITV(FEET/SEC) = 4.04 FLOW DEPTH(FEET) _ .70 O TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 21.81 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- O CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 21.81 RAINFALL INTENSITY (S NCH./HOUR) = 1.55 TOTAL STREAM AREA (ACRES) = 29.35 TOTAL STREAM RUNDFF(CFS) AT CONFLUENCE = 36.42 **~***~*********r****************************************+*******+**+****asr FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 7 ---------------------------------------------------------------------------- » » )USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.55 RAIN INTENSITV(INCH/HOUR) = 1.87 TOTAL AREA(ACRES) = 134.60 TOTAL RUNOFF(CFS) = 218.83 rt********a********a****r***********************r*********~****************«* FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « « < -------------------------------------------------------------- -------------------------------------------------------------- UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATIOIV = 82.00 O CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET> = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 218.83 FLOW VELOCITV(FEET/SEC) = 6.44 FLOW DEPTH(FEET) = 1.92 TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 16.46 ~~++r*x************~********~~*~***~******~****~*****~*******x*******a****** FLDW PROCESS FROM NODE 3.00 TO NDDE 3.00 IS CODE = 1 i;ii>DESI6NATE INDEPENDENT STREAM FOR CONFLUENCEC« <C CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.46 RAINFALL INTENSITY (INCH.!HOUR) = 1.81 TOTAL STREAM AREA (ACRES) = 134.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 218.83 ********r****************************************~~************************* FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 7 -------------------------------------------------------=-------------------- » >iUSER SPECIFIED HYDRDLOGY INFORMATION AT NODE « <CC ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: O TC(MIN) = 27.00 -RAIN INTENSITV(INCH/HOUR) = 1_38 TOTAL AREA(ACRES) 1427.UU TOTAL RUNOFF(CFS> - 1339.00 FLOW PROCESS FROM NODE 4.30 TO NODE 3.00 IS CODE = 5 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « «< » » )TRAVELTIME THRU SUBAREA« «< __________________________________________________________________________ O UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1339.00 FLOW VELOCITY(FEET/SEC) = 10.78 FLOW DEPTH(FEET) = 4.00 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 27.46 ***********t****~******************t~************************wa****a****+*** FLOW PROCESS FROM NODE 3.00 TD NODE 3.00 IS CODE = 1 » »>DESI6NATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » )AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------- --- - -- --------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME DF CONCENTRATION(MINUTES> = 27.46 RAINFALL INTENSITY (INCH./HOUR) = 1.37 TOTAL STREAM AREA (ACRES) = 1427.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1339.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS> <MIN.) (INCH/HOUR) O 1 36.42 21.81 1.552 ? 218.83 16.46 1.812 3 1339.00 27.46 1.367 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1?87.17 1048.63 1536.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1536.14 TIME(MINUTES) = 27.464 TOTAL AREA(ACRES) = 1590.95 ~~~***~~+*a**~**~****~*************~~**x*******~*+***~**+****************~** FLOW PROCESS FROM NODE 3.00 TO IVODE 2.00 IS CODE = 3 ---------------------------------------------------------------------------- » i>iCOMPUTE PIPEFLDW TRAVELTIME THRU SUBAREA « « < i?>iiUSIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 120.0 INCH PIPE IS 91.5 INCHES PIPEFLDW VELOCITY(FEET/SEC.) = 23.9 UPSTREAM NODE ELEVATION = 82.00 DOWNSTREAM NODE ELEVATION = 72.00 ' FLOWLENGTH(FEET> = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 O PIPEFLDW THRU SUBAREA(CFS) = 1536.14 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 28.13 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FDR CONFLUENCE « « < - - --- ----------------------- - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 28.13 RAINFALL INTENSITY (INCH./HOUR) = 1.35 TOTAL STREAM AREA (ACRES) = 1590.95 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1536.14 *****+***~**************************~***********************************~~*a FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 2 » »>RATIDNAL METHOD INITIAL SUBAREA ANALYSIS « « < --------------------------------------------- --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CDMMERCIAL TC = K*C(LENGTH*#3>/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 49.00 DOWNSTREAM ELEVATION = 87.00 ELEVATION DIFFERENCE = 12.00 TC = .303*C( 1000.00**3)/( 12.00)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 16.62 11.635 2.143 8709 O TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) _ 16.62 FLOW PROCESS FROM NODE 7.00 TO NODE 2.00 IS CODE = 3 ---------------------------------------------------------------------------- ??>;->COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < '>;:~~USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < -- - --------------------------------- DEPTH OF FLOW IN 18.0 INCH PTPE IS 13.B INCHES PIPEFLDW VELOCITYCFEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION = 87.00 DOWNSTREAM NODE ELEVATION = 72.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH> = 18.00 NUMBER OF PIPES = 1 PiPEFLOW THRU SUBAREAfCFS) = 16.62 TRAVEL TIME<MIN.) _ .73 TC(MIN.) = 12.37 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- i?>?:DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < ?i» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: O TIME DF CONCENTRATION(MINUTES) = 12.37 RAINFALL INTENSITY (INCH./HOUR) = 2.12 TOTAL STREAM AREA (ACRES) = 8.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16.62 , CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) IMIN.) (INCH/HOUR) ----------------------------- 1 1536.14 28.13 ---------------------------- 1.349 ------------------- O 2 16.62 12.37 2.121 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF. VALUES ARE AS FOLLOWS: 1546.71 691.96 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1546.71 TIME(MINUTES) = 28.126 TOTAL AREA(ACRES> = 1599.65 FLOW PROCESS FROM NODE 2.00 TO NODE ------------------------- 1.00 IS ---------- CODE = 3 ---------------- ------ ------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < DEPTH OF FLOW IN 126.0 INCH PIPE IS 93.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22..4 UPSTREAM NODE ELEVATION = 72.00 DOWNSTREAM NODE ELEVATION = 65.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH> = 126.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS> = 1546.71 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 28.72 O FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 8 ---------------------------------------------------------------------------- ;>;~`;ADDITION OF SUBAREA TO MAIIVLINE PEAK FLOW « « < ----------------------- 10.00 YEAR RAINFALL INTENSITV(INCH/HOUR) = 1.333 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8604 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 14.11 TOTAL AREA(ACRES) = 1611.95 TOTAL RUNOFF(CFS) = 1560.82 TC(MIM = 28.72 **a~***x*x**********~***************~************************a+************ FLOW PROCESS FROM NODE 6.OU TO NODE 5.00 IS CODE = 2 ----------------------------------------------------------------------=----- »; » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH**3>/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00' UPSTREAM ELEVATION = 93.00 DOWNSTREAM ELEVATION = 83.00 O ELEVATION DIFFERENCE = 16.00 TC = .303*C( 950.00**3)/( lO.UU)J~~.2 = 11.701 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.186 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8708 SUBAREA RUNOFF(CFS) = 17.90 ' TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 17.90 FLOW PROCESS FROM NODE 5.00 TO NODE -------------------------------------=------ 5.50 IS CODE = 3 ---- ---- - » » >COMPUTE PIPEFLOW TRAVELT - - --------------------- IME THRU SUBAREA « « < » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ------------------------------ DEPTH OF FLOW IN 24.0 INCH P ------------ IPE IS 16.4 --------------------------------- INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 83.00 DOWNSTREAM.NODE ELEVATION = 81.50 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .01.3 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.90 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 12.02 r*******************a*****#**************r*+*****~**************~**********u FLOW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - ------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 O INITIAL SUBAREA FLOW-LENGTH = 1200.00 UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 75.00 ELEVATION DIFFERENCE = 45.00 TC = .303*C( 1200.00**3)/( 45.00)]**.2 = 4.964 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.388 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFrICIENT = .8726 SUBAREA RUNDFF(CFS) = 17.50 TOTAL AREA(ACRES) = 8.40 TOTAL RUNDFF(CFS) = 17.50 k*Y***************~************K***#****#!****************~**~*******~Mi**** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 3 ------------- » i» COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < ,. » USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < --------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 70.00 FLDWLENGTFi(FEET) = 650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH> = 24.00 NUMBER OF PIPES = i PIPEFLOW THRU SUHAREA(CFS) = 17.50 TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 11.52 O *~*****+**~a********~x******x******;*******~***~**r**+*****************~**r FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = B ---------------------------------------------------------------------------- » > » ADDITION OF SUBAREA TD MAINLINE PEAK FLOW<C« C ------------------------------------------------------------------ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.205 --- SOIL CLASSIFICATION IS "H" O COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8710 SUBAREA AREA(ACRES> = 15.70 SUBAREA RUNOFF(CFS) = 30.15 TOTAL AREA(ACRES) _ 24.10 TOTAL RUNOFF(CFS) = 47.66 TC(MIN) = 11.52 FLOW PROCESS FROM NDDE 22.00 TO NODE 22.10 IS CODE = 3 ---------------------------------------------------------------------------- » » )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « <C< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ---------------- DEPTH DF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 70.00 DOWNSTREAM NODE ELEVATION = 68.50 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUHAREA(CFS) = 47.66 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 11.77 ~-at**atar*a~~r~rr*a~at*~tt****+t+e**x-***~r~r*~t**r~r******~r**a+ta*+t*+t~r*ar+c*+t~-+t+car+~*+r~tat+r*+r**~r** FLOW PROCESS FROM NODE 50.00 TO NODE 49.00 IS CODE = 2 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K~C(LENGTH**3)/(ELEVATION CHANGE)l**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1145.00 DOWNSTREAM ELEVATION = 1100.00 ELEVATION DIFFERENCE = 45.00 TC = .393*C( 700.00*~3)/( 45.00)7-+.2 = 9.340 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.475 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7662 SUBAREA RUNDFF(CFS) = 10.61 TDTRL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) _ 10.81 ~-***x-*+r**~~~r**************ar*~rac*****+~+r****ac***~r~**+r***~*+tar***x~+r+r*~-****~r**~r*~t* FLOW PROCESS FROM NODE 49.00 TD NODE 48.00 IS CODE = 5 ---------------------------------------------------------------------------- »>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « « < i>7» TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1100.00 DOWNSTREAM NDDE ELEVATION = 1060.00 CHANNEL LENGTH THRU SUHAREA(FEET) = 1100.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(F=ET> = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 10.81 FLOW VELOCITV(FEET/SEC) = 3.62 FLOW DEPTH(FEET) _ O 27 TRAVEL TIME(MIN.) = 5.06 TC(MIN.) = 14.41 ,. *****************a#*****+***r********a**r***********s*~**************a**~*** - FLDW-PROCESS-FROM-NDDE-__-49.00-TO_NODE--- 48.00 IS CODE = 8 -------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.950 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7427 SUBAREA AREA(ACRES) = 20.70 SUBAREA RUNOFF(CFS) = 29.97 TOTAL AREA(ACRES) = 26.40 TOTAL RUNDFF(CFS) = 40.78 TC(-MIM = 14.41 ****a***************a*******a**+**a*******~~**********r***~****************~ FLOW PROCESS FROM NODE 48.50 TO NODE 48.00 IS CODE = 8 ---------------------------------------------------------------------------- » »>ADDITIDN OF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.950 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8685 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS> = 12.70 TOTAL AREA(ACRES) = 33.90 TOTAL RUNOFF(CFS) = 53.48 TC(MIN) = 14.41 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS O O ---------- - ------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM RASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL « « « « « « « « « « « « « « « « « « « » » » » » » » » » » » » » » » » » » >O (C) Copyright 1982,1986 Advanced Engineering Software CAES] Especially prepared for: NHS/COWRY ENGINEERING ~********~DESCRIPTION OF RESULTS*****~*************~************#********#** * CAMPOS VERDE HYDROLOGY AND PRELIMINARY PIPE 5I2ES * 100-YEAR STORM, FUTURE DEVELOPED CONDITIONS * NHS/COWRY R7B-090.093 MAY 14, 1990 # **********~****************************aa****************************~****** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-NEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .880 O 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE _ .5496 RCFCBWCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software CAES] SERIAL No. I0617I VER. 3.3C RELEASE DATE: 2/20/86 *~*******a***~**r****************a**+*******************~*****a************* FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 150.00 DOWNSTREAM ELEVATION = 141.00 O STREET LENGTH(FEET) = 950.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET> = 18.00 DISTANCE FROM CRDWN TD CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 O SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.28 AVERAGE FLOW VELOCITY(FEET/SEC.> = 2.76 PRODUCT OF DEPTH&VELOCITV = 1.25 STREETFLOW TRAVELTIME(MIN) = 5.74 TC(MIN) = 10.74 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.346 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7927 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 10.34 SUMMED AREA(ACRES> = 3.91 TOTAL RUNOFF(CFS) = 11.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOODWIDTH(FEET> = IB.00 FLOW VELOCITY(FEET/SEC.> = 3.09 DEPTH*VELOCITY = 1.50 *************************************************~*~***************~******aa FLOW PROCESS FROM NODE 18.00 TO NODE 18.10 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIDNAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH*~3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 137.00 DOWNSTREAM ELEVATION = 116.00 ELEVATION DIFFERENCE = 21.00 TC = .393*C( 900.00**3)/( 21.00)7**.2 = 12.649 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.058 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7852 SUBAREA RUNOFF(CFS) = 17.05 T07AL AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 17.05 *+~*****~~*****~~~~****x**************************~**********~************r FLDW PROCESS FROM NODE 18.10 TD NODE 18.10 IS CODE = 1 ---------------------------------------------------------------------------- >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < - --------------------------------------------------------------------- CDNFLUENCE VALUES U5ED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MINUTES) = 12.65 RAINFALL INTENSITY (INCH./HOUR) = 3.06 TOTAL STREAM AREA (ACRES) = 7.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.05 *****~********~******+****~~*~~*******r************~*****~~************~~** FLOW PROCESS FROM .NODE 18.40 TD NDDE 18.40 IS CODE = 7 ?i>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « <:< ----------------------- - ------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.40 RAIN INTENSITY<INCH/HOUR.) = 2.96 TOTAL AREA(ACRES) = 52.70 TOTAL RUNOFF(CFS) = 126.17 ***********~****a*************~*********~***********~*****a******~r*******A-~ FLOW PROCESS FROM NODE 18.40 TD NODE 18.10 IS CODE = 3 ---------------------------------------------------------------------------- » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » » >USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ------------------------------- -- - ------------------ DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 117.50 DOWNSTREAM NODE ELEVATION = 116.00 FLOWLENGTH(FEET) = 150.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH> = 48.00 PIPEFLOW THRU SUBAREA(CFS) _ 126.17 TRAVEL TIME(MIN.> _ .20 TC(MIN.) N = .013 NUMBER OF PIPES = = 13.60 1 *************~*******~***********************~**********r*****+********r***a FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 ---------------------------------------------------------------------------- :» » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < ---------------------------------------------------------------------------= ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.60 RAINFALL INTENSITY (INCH./HOUR) = 2.94 O TOTAL STREAM AREA (ACRES) = 52.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 126.17 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) ---------------------------------------------------------------------------- 1 17.05 12.65 3,058 2 126.17 13.60 2.939 RAINFALL INTENSITY AND TIME DF CONCENTRATION RATIO FOP,MULA(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 134.41 142.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUIVOFF(CFS> = 142.56 TIME(MINUTES) = 13,548 TOTAL AREA(ACRES) = 59.80 ****x****+a***~*****~~*******************~a**~********r~*****~***~***r****** FLOW PROCESS FROM NODE 18.10 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- » » COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < ;>?» USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW TN 42.0 INCH.PIPE IS 31.2 INCHES O PIPEFLOW VELOCITY(FEET/SEC.> = 18.6 UPSTREAM NODE ELEVATION = 116.00 DOWNSTREAM NODE ELEVATION = 103.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 142.56 TRAVEL TIME(MIN.> _ .45 TC(MIN.) = 14.05 *************r~******+*~*******~s*******~*****+********~***a*************** FLOW PROCESS FROM NODE 18.10 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.887 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7802 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 61.70 TOTAL RUNOFF(CFS) = 146.84 TC(MIM = 14.05 ****#a*~****#*******a*****~r***#*****~**~******u*****'****~**u****#*#**#*~**~ FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >?>» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - -- ---------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MINUTES) = 14.05 RAINFALL INTENSITY (INCH./HOUR) = 2.89 TOTAL STREAM AREA (ACRES) = 61.70 TOTAL STREAM RUNOFF(CFS> AT CONFLUENCE = 146.84 ********~*************~******~*****rr************************************* FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 2 ---------------------------------------------------------------------------- » » ?RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CDMMERCIAL TC = Y.*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATIDN = 120.00 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 18.00 TC = .303*C( 1000,00*~3)/( 18.00)]**.2 = 10.728 100.00 YEAR RAINFALL INTEIVSITV(INCH/HOUR) = 3.348 SDIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA RUNOFF(CFS) = 22.94 TDTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 22.94 +*********x*+****~***sa****~****************mar******a*******a*a****ra****** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < ___________________________ ----------------------------------------------------------- O CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATiON(MINUTES) = 10.73 RAINFALL INTENSITY (INCH./HOUR) = 3.35 TOTAL STREAM AREA (ACRES) = 7.80 TOTAL STREAM RUNOFF(CFS) AT CDNFLUENCE = 22.94 ****~****************~*******r*~*********+**a********a********+*~*********** -_FLOW-PROCESS-FROM-NODE-_--17_00-TO-NODE----16_00-IS-CODE-= 2 ----------------0 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH*~3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 118.00 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 16.00 TC = .393*C( 1000.00**3)/( 16.00)7**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SOIL CLASSIFICATION IS "B" SINGLE-FAMILYIl/4 ACRE LOT) RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 20.34 14.227 2.867 _ .7796 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 20.34 **~**************~~*~*********#*******r**~*******~******a******************* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » » )AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME ^F CONCENTRATION(MINUTES) = 14.23 O RAINFALL INTENSITY (INCH./HDUR) = 2.87 TOTAL STREAM AREA (ACRES) = 9.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 20.34 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) - ------- (MIN.) --------- (INCH/HOUR) ---------------------------------------- ---------- 1 - - 146.84 14.05 2.887 2 22.94 10.73 3.348 3 20.34 14.23 2.867 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD> USED FDR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLDWS: 186.70 150.43 185.79 COMPUTED CDNFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 186.70 TIME(MINUTES) = 14.046 TOTAL AREA(ACRES) = 78.60 r.*~x*************~******************************~*****r********************* FLOW PROCESS FROM NODE 16.00 TO NODE 14.00 IS CODE = 3 ---------------------------------------------------------------------------- >? » COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< « « --_>? » USING-COMPUTER=ESTIMATED-PIPESI?E-(NON=PRESSURE-FLOW) « « <----------~ DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.3 INCHES PIPEFLOW VELOCITV(FEET/SEC.) = 19.4 UPSTREAM NODE ELEVATION = 102.00 DDWNSTREAM NODE ELEVATION = 84.00 FLOWLENGTH(FEET) = 750.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS) = IB6.70 O TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 14.69 *****~*************~**************~***********#*************r********~****~~ FLOW PROCESS FRDM NODE 15.00 TO NODE 14.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.817 SOIL CLASSIFICATION I5 "H" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 16.53 TOTAL AREA(ACRES) = 85.30 TOTAL RUNOFF(CFS) = 203.23 TC(MIN) = 14.69 ******~****~*******************~*******~***a******************~*******~#~*#* FLOW PROCESS FROM NODE 14.00 TO NODE 14.10 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLDW TRAVELTIME THRU SUBAREA « « < » » >USING COMPUTER-ESTIMATED PIPE5IZE (NON-PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.0 INCHES PIPEFLDW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 84.00 DOWNSTREAM NODE ELEVATION = 82.50 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 .ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUHAREA(CFS) = 203.23 TRAVEL.TIME(MIN.) _ .18 TC(MIN.) = 14.87 FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 2 >>? » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ------------------------------------------------ ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 151.00 DOWNSTREAM ELEVATION = 150.00 ELEVATION DIFFERENCE = 1.00 TC = .393*C( 200.00**3)/( 1.00)J~*.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUIVOFF COEFFICIENT SUBAREA RUNOFF(CFS> _ .72 9.431 3.594 _ .7984 TOTAL AREA(ACRES) _ .25 TOTAL RUNOFF(CFS) _ .72 Q *r*t~*~~**~*~******~**~**~****************~*******~********~*************** FLOW PROCESS FRDM NODE 13.00 TO IVODE 12.00 IS CODE _ .6 ---------------------------------------------------------------------------- ;; »;COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < ------------------------------------------------- - UPSTREAM ELEVATION = 150.00 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) = 1450.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER, OF HALFSTREETS CARRYING RUNOFF =, 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .37 HALFSTREET FLDODWIDTH(FEET) = 12.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY = 1.32 STREETFLDW TRAVELTIME(MIN> = 6.77 TC(MIN) = 16.21 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.669 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7732 SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 21.25 SUMMED AREA(ACRES) = 10.55 TOTAL RUNOFF(CFS) = 21.97 END OF SUBAREA 5TREETFLOW HYDRAULICS: DEPTH(FEET) _ :45 HALFSTREET FLOODWIDTH(FEET) = 16.28 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY = 1.79 O **~****~******~*******~****~*~**r******~***a****************~**********~** O ----------------------------------------------=----------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » ? » USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PTPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 124.00 DOWNSTREAM NODE ELEVATION = 103.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PiPEFLOW THRU SUBAREA(CFS) = 21.97 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 17.24 FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >; » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.580 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7700 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 13.51 TOTAL AREA(ACRES) = 17.35 TOTAL RUNOFF(CFS) = 35.48 TC(MIN) = 17.24 O FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 3 124.00 FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 3 ---------------------------------------------------------------------------- » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW> « « < DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES O PIPEFLOW VELOCITY(FEET/SEC.) 7.7 UPSTREAM NODE ELEVAT-ION = 103.00 DOWNSTREAM NODE ELEVATION = 98.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUHAREA(CFS) = 35.48 TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 18.97 ******~***~**+**~~***********~*****~******x***********~**********~*****~~*~# FLOW PROCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.448 SOIL CLASSIFICATION IS "H" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7651 SUBAREA AREA(ACRES> = 12.00 SUBAREA RUNOFF(CFS) = 22.48 TOTAL AREA(ACRES> = 29.35 TOTAL RUNOFF(CFS> = 57.96 TC(MIM = 18.97 ****~***~***~********************a**********~r~*~******************~******~# FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 3 ------------------------------------------------------------- » > » COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » » >USING COMPUTER-ESTIMATED PIPESIZE (NDN-PRESSURE FLOW)« « < -------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 98.00 DOWNSTREAM NODE ELEVATION = 97.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS) = 57.96 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 19.13 FLOW PROCESS FROM NODE 9.00 TO NODE 3.00 IS CODE = 5 i`> » COMPUTE TRAPEZOIDAL-CHANNEL FLOW « <:< >>;>TRAVELTIME THRU SUBAREA « « < -------------------------------------------------------------- -------------------------------------------------------------- UPSTREAM NODE ELEVATION = 87.00 DOWNSTREAM NDDE ELEVATION = 82.00 CHANNEL LENGTH THRU SUHAREA(FEET) = 350.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUHAREA(CFS) = 57.96 O FLOW VELOCITY(FEET/SEC) = 4.80 FLOW DEPTH(FEET) _ .89 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 20.34 FLOW PROCESS FROM NODE 3.00 TD NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM-FOR CONFLUENCE « «< _________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: O TIME DF CONCENTRATION(MINUTES) = 20.34 RAINFALL INTENSITY (-INCH./HOUR) = 2.36 TOTAL STREAM AREA (ACRES) = 29.35 TOTAL STREAM RUNOFF(CFS> AT CONFLUENCE = 57.96 ******************~*~********************~*************~*******#*~********at FLOW PROCESS FROM NODE 4.00 TD NODE 4.00 IS CODE = 7 ---------------------------------------------------------------------------- » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « « < ----------------- - USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.75 RAIN INTENSITYtINCH/HOUR) = 2.81 TOTAL AREA(ACRES) = 134.60 TOTAL RUNOFF(CFS) = 341.01 FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL-CHANNEL FLOW « « < » »>TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 82.00 CHANNEL LENGTH THRU SUBAREA<FEET) = 350.00 O CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 341.01 FLOW VELDCITV(FEET/SEC) = 7.15 FLOW DEPTH(FEET) = 2.42 TRAVEL TIME(MIN.) _ .82 TC(MIN.) = 15.57 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » » >DESI6NATE INDEPENDENT STREAM FOR CDNFLUENCE « « < --------------------- - ----- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDN(MINUTES> = 15.57 RAINFALL INTENSITY (INCH./HOUR) = 2.73 TOTAL STREAM AREA (ACRES) = 134.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 341.01 FLOW PROCESS FROM NODE 4.30 TD NODE 4.30 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< -------------------------------------------------------------------------- -------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 27.00 RAIN INTENSITV(INCH/HOUR) = 2.02 O TOTAL AREA(ACRES) = 1427.00 TOTAL RUNOFF(CFS) = 1339.00 FLOW PROCESS FROM NODE 4.30 TO NODE 3.00 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < - --------- -------------------- ---- - -- - --- UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL HASE(FEET) = 15.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET> = 5.00 CHANNEL FLOW THRU SUHAREA(CFS) = 1339.00 FLOW VELOCITY(FEET/SEC) = 10.78 FLOW DEPTH(FEET) = 4.00 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 27.46 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » )AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < --------------------------------------------------------- --------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 27.46 RAINFALL INTENSITY (INCH./HOUR) = 2.00 TOTAL STREAM AREA (ACRES) = 1427.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1339.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER O (CFS) -(MIN.)- (INCH/HOUR)---------- 1 57.96 20.34 2.355 2 341.01 15.57 2.729 3 1339.00 27.46 1.997 RAINFALL INTENSITY AND TIME DF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FDR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1344.17 1144.26 1637.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1637..75 TIME(MINUTES) = 27,464 TOTAL AREA(ACRES) = 1590.95 ~**~**~*********~****~**~~**~*******~~*************x****~*a***~************* FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 3 >; » >GDMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » )USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« «< --------------------------------- -- ----- ----- - DEPTH OF FLOW IN 120.0 INCH PIPE IS 97.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.0 UPSTREAM NODE ELEVATION = 82.00 DOWNSTREAM NODE ELEVATION = 72.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 O ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1637.75 TRAVEL TIME(MIN.) _ .b6 TC(MIN.> = 28.12 *******~****#*******~******k****#~***************~***4**********#*#****#**# FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 28.12 RAINFALL INTENSITY (INCH./HOUR) = 1.97 TOTAL STREAM AREA (ACRES) = 1590.95 TOTAL STREAM RUNOFF(CFS> AT CONFLUENCE = 1637.75 FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 2 ---------------------------------------------------------------------------- >; »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------'---- ---- - -- -- -- ----- ASSUMED~INITIAL SUBAREA UNIFORM - ---- DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 99.00 DOWNSTREAM ELEVATION = 87.00 ELEVATION DIFFERENCE = 12.00 TC = .303*C( 1000.00**3)/( 12.00)]*~.2 = 11.635 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.202 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SUBAREA RUNDFF(CFS) = 24.46 TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 24.46 O *~*****~*************************************************~*****r************ FLOW PROCESS FROM NODE 7,00 TO NODE 2.00 IS CODE = 3 ---------------------------------------------------------------------------- >> » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < i>> » USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 87.00 DOWNSTREAM NODE ELEVATION = 72.00 FLDWLENGTH(FEET) = 500.00 MANNINGS N = .013 ESTIMATED FIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 2 PIPEFLDW THRU SUBAREA(CFS) = 24.46 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 12.30 ******~a***********~*~**r*~~***~*~**~*+*****r*****x************************* FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 . ---------------------------------------------------------------------------- >? » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < »>>>AND CDMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.30 O RAINFALL INTENSITY (INCH./HOUR) = 3.11 TDTAL STREAM AREA (ACRES) = 8.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 24.46 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) -- O ------- 1 ----------- 1637.75 --------- 28.12 ------------- 1.971 2 24.46 12.30 3.106 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1653.27 740.48 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1653.27 TIME(MINUTES) = 28.123 TOTAL AREA(ACRES) = 1599.65 ******#*****~*xx*****~****~****~***~~***********a***~a***a****~********~*aa FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLDW) « « < ----------------------------------------------------------------- ----------------------------------------------------------------- DEPTH OF FLOW IN 126.0 INCH PIPE IS 99.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.6 UPSTREAM NODE ELEVATION = 72.00 DOWNSTREAM NODE ELEVATION = 65.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1653.27 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 28.71 O **~**~***~********~****aa******************a******+************************* FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 8 ---------------------------------------------------------------------------- » >i>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.949 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8665 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 20.82 TOTAL AREA(ACRES) = 1611.95 TOTAL RUNOFF(CFS> = 1674.09 TC(MIN) = 28.71 ~**ix*******r**a**r********r*******************~******+****t*~*rx***~******* FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 2 ---------------------------------------------------------------------------- » i» RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM - DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 93.00 O DOWNSTREAM ELEVATION = 83.00 ELEVATION DIFFERENCE = 10.00 TC = .303*C( 950.00*3)/( 10.00)]*~.2 = 11.701 lOG.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.192 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SUBAREA RUNOFF(CFS) = 26.34 TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 26.34 FLOW PROCESS FROM NODE 5.00 TO NODE 5.50 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES ,PIPEFLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION = 83.00 DOWNSTREAM NODE ELEVATION = 81.50 -- FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.34 TRAVEL TIME(MIN.) _ .29 TC(MIN.) = 11.99 ***~***~*************************a******************rr******~~**~*~********* FLDW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 2 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1200.00 O UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 75.00 ELEVATIDN DIFFERENCE = 45.00 TC = .303*C( 1200.00**3)/( 45.00)]**.2 = 9.964 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.487 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SUBAREA RUNOFF(CFS) = 25.75 TDTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 25.75 *~******~+*~****~*~***r*****************r+~*********~******************~r*** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 3 » »?COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « < » »;USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« «< ----- - ------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 70.00 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER DF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS> = 25.75 TRAVEL TIME(MIN.) = 1.43 TC(MIN.) = 11.39 O ~~*****~*~*************~*~*~***~***a**************~*******~**a**********~**r FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = B --------------------------------------------------------------- » » >ADDITIDN OF SUBAREA TD MAINLINE PEAK FLOW « « < ---------------------------------------------- ------ - 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.239 ' SOIL CLASSIFICATION IS "B" O COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780 SUBAREA AREA(ACRES) = 15.70 SUBAREA RUNDFF(CFS) = 44.65 TOTAL AREA(ACRES) _ - 24.10 TOTAL RUNOFF(CFS> = 70.41 TC(MIN) = 11.39 ~******~~***********~******************************a*****x*************a**** FLOW PROCESS FROM NODE 22.00 TO NODE 22.10 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREACCC<C » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLDW)« <C< --------------------------------- -------------- - --- DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 70,00 DOWNSTREAM NODE ELEVATIDN = 68.50 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH> = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 70.41 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 11.62 FLOW PROCESS FROM NODE 50.00 TO NODE 49.00 IS CODE = 2 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSISCCCCC ------- - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH~~3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1145.00 DOWNSTREAM ELEVATION = 1100.00 ELEVATION DIFFERENCE = 45.00 TC = .393~C( 700.00**3>/( 45.00)]**.2 = 9.340 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.613 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7988 SUBAREA RUNOFF(CFS) = 16.45 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 16.45 ***~*****~~****r***~***********x**x**a**+******~****************t**r*t*****# FLOW PROCESS FROM NODE 49.00 TO NODE 48.00 IS CODE = 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL-CHANNEL FLOW « <C< » » >TRAVELTIME THRU SUBAREA « C « UPSTREAM NODE ELEVATION = 1100.00 DOWNSTREAM NODE ELEVATIDN = 1060.00 CHANNEL LENGTH THRU SUHAREA(FEET) = 1100.00 O CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREAtCFS) = 16.45 FLOW VELDCITYIFEET/SEC) = 4.26 FLOW DEPTH(FEET) _ .34 TRAVEL TIME<MIN.> = 4.30 TC(MIN.) = 23.64 *~*******r**********t***********************##*#*****r~********************* FLOW PROCESS FROM NODE - 49.00 TO NODE 48.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< --------------------- ---- - -- - ----- ----- 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7816 SUBAREA AREAIACRES) = 20.70 SUBAREA RUNOFF(CFS) = 47.47 TOTAL AREAIACRES) = 26.40 TOTAL RUNOFF(CFS) = 63.92 TC(MIN) = 13.64 FLOW PROCESS FROM NODE 48.50 TO NODE 48.00 IS CODE = 8 ---------------------------------------------------------------------------- » »>ADDITION DF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 SOIL CLASSIFICATION IS "8" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8763 SUBAREA AREAIACRES) = 7.50 SUBAREA RUNOFF(CFS) = 19.28 TOTAL AREAIACRES) = 33.90 TOTAL RUNOFF(CFS) = 83.20 TC(MIN) _ 13.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- EIVD DF RATIONAL METHOD ANALYSIS O O ------------------------------------------ --- ----------------=------------------------------ - ----- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFCBWCD> 1978 HYDROLOGY MANUAL ««<i ««««««««<«««««««<»»»»»»»»»»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software CAES7 Especially prepared for: NHS/COWRY ENGINEERING +~*******->FDESCRIPTION OF RESULTS******************************************** * CAMPOS VERDE HYDROLOGV AND PRELIMINARY PIPE SIZES * 100-YEAR STORM, FUTURE DEVELOPED CONDITIONS * * NHS/COWRY R78-090.093 MAY 11, 1990 * ~*********+t*********************************it**********+r******************+t* ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10-NEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-NEAR STORM 60-MINUTE INTENSITV(INCH/HOUR) _ .880 100-YEAR STORM 10-MINUTE INTENSITV(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH;HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732 SLOPE OF 100-YEAR INTENSITV-DURATION CURVE _ .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM E'JENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE _ .5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software CAES7 SERIAL No. IU617I VER. 3.3C RELEASE DATE: 2/20/86 ******x*****ar**ac**~-+rat*****+t-**ar***********~t******~t***~r~-****+t+t**at*at****~r*+t** FLOW PROCESS FROM NODE .15 TO NODE .10 IS CODE = 2 ---------------------------------------------------------------------------- >: »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ---------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL 1(ViI1HL OUJhi It C ii t-LUW-LG~VU It'1 = 6UVUV UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1080.00 ELEVATION DIFFERENCE = 10.00 TC = .303*C( B00.00*+~3)/( 10.00)]**.2 = 10.555 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.378 SOIL CLASSIFICATION IS "-H" O CDMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8787 SUBAREA RUNDFF(CFS) = 17.81 TOTAL AREA(ACRES) _ - 6.00 TOTAL RUNOFF(CFS) = 17.81 .~***~***+r~--ir****+c*r**~r~x~*****~r*+++t+~~w-ar~rrar~r*****~r+~+r***~-*star*~r**arar~r***~rarar**~r*~-*** FLOW PROCESS FROM NODE .10 TO NODE .00 IS CODE = 5 -------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL-CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1100.00 DOWNSTREAM NODE ELEVATION = 1044.00 CHANNEL.LEN6TH THRU SUHAREA(FEET) = 3150.00 CHANNEL BA5E(FEET) = 10.00 "Z". FACTOR = 4.000 MANNIN6S FACTOR = .020 MAXIMUM DEPTH(FEET) = 3.00 CHAIVNEL FLOW THRU SUBAREA(CFS) = 17.81 FLOW VELOCITY(FEET/SEC) = 4.61 FLOW DEPTH(FEET> _ .34 TRAVEL TIME(MIN.) = 11.38 TC(MIN.) = 21.93 +***x~r**~r~r***+r+r~t*+r***+r*at**********x~~-aac********~-~ra ***#~rar**t*~t*****+~**~r*ir**~r*~r FLOW PROCESS FRDM NODE .10 TO NODE .00 IS CODE = 8 ---------------------------------------------------------------------------- » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2:260 SD IL CLASSIFICATION IS "H" COMMERCIAL DEVELOPMENT RUNDFF COEFFICIENT = .8715 SUBAREA AREA(ACRES) = 56.00 SUBAREA RUNOFF(CFS) = 110.30 TOTAL AREA(ACRES) = 62.00 TOTAL RUNOFF(CFS) = 128.11 TC(MIN) = 21.93 FLOW PROCESS FROM NODE .10 TO NODE .00 IS CODE = 1 ---------------------------------------------------------------------------- ;:;`?DESIuNATE INDEPENDENT STREAM FOR CONFLUENCE « « < COIVFLUEIVCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES> = 21.93 RAINFALL INTENSITY (INCH./HOUR) = 2.26 TOTAL STREAM AREA (ACRES) = 62.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 128.11 ~x*~.r***~*+r+r~*+r-*+r~r****+r**+r**x-**~-*ac*x-***aa*x+~*********it*ir*~r~-w+r*~r**~r«*~r*x-+rrr* FLOW PROCESS FROM NODE .20 TO NODE .00 IS CDDE = 7 ?»>>USER SPECIFIED HYDROL06Y INFORMATION AT NODE « « < ---------------------------------------------------------------------------- --------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: O 7C(MIM = 10.30 RAIN INTENS7TV(INCH/HOUR) = 3.42 ?"CTAL AREA(ACRES) = 35.00 TOTAL RUNOFF(CFS) = 97.60 it -r-Y ~ iF iF .~ it iF i~ iF it-~M-iF iF iF ih it i!~ i'~ iF iF iF iF iF iF ~IF ~Ik ih iF iF ~k il- if of ~14 if jF is i4 iF iF iF i!~ iF iF iF 1i ~f ~F iF 4 iF il~ ~iF iF iF iF i(~ iF iF iF iF i~ iF if iF i4 iF il~ iF iF ih iF if FLOW PROCESS FROM-NODE .20 TG NDDE .00 IS CODE = 1 ---------------------------------------------------------------------------- i ,° :. ; ii ::p 1UiVn I G 11VL L':-GIV:JGN I o i r.c ~I'1 r iJrt 1.:-1vr L'c0. rv...C. ~ -. . » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESC« « ---------------------------------------------------- CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.30 RAINFALL INTENSITY (INCH./HOUR) = 3.42 TOTAL STREAM AREA (ACRES) = 35.00 O TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 97.60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ---------------------------------------------------- 1 128.11 21.93 2.260 2 97.60 10.30 3.424 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATID FORMULA(RCFC8~WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 192.53 157.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNDFF(CFS) = 192.53 TIME(MINUTES) = 21.934 TOTAL AREA(ACRES) = 97.00 END OF RATIONAL METHOD ANALYSIS O U N I T- H Y D k O G k A P H A N A L Y S I S ACCORDING TO kIVEkSIDE COUNTY FLOOD CONTROL AND WATER CONSEkVATION DISTkICT O (RCFC&WCD) 1973 HYDROLOGY MANUAL ####s####*#########~#####**+**~#its##**##*ssss##s####ss*ss#ss###ss#*ss###ssss (C) Copyright 193'2,1936 Advanced Er~gineeririg Sufit.ware IAESI Especially prepared fic'r: IVBS/COWRY ENGINEEkS & PLANNER:; i((iiiiii(((iiiiii(ii(iiii(iiii{{(i(((>»>)>>)>)>>)))>»>)>»>»>>»>>>»>>) s#ss#sssssDESC:RIPTION OF kESULTC;ss#s#ssssssssssssss#ssssssssssssssssssssssss s CAMPOS VERDE UNIT HYDROGRAPH OF AREA TRIBUTARY TO BASIN s # lUU-YEAR STORM aIMULATION, FUTURE DEVELOPED CONDITIONS s # NHS/COWRY ENGINEEk^a k73-UC#O.U93 MAY 8, 1990 s ss##ss#sss#ssssssss##sss#sssssssssssssssssss#s#sssssssssssssssssssssssssssss #########s#sssssssssssss#ss#sssssssssssssssss#ssssssss#ssssssss#ss###ss#ssss WATERCOUkSE LENGTH = 22000.ODU FEET LENGTH FkOM C:ONC:ENTRATION POINT TO CENTkOID = 9000.UOU FEET ELEVATION VARIATION ALONG WATERCOUkSE = 365.000 FEET MANNINGa FRICTION FACTOR ALONG WATEkCOIIRSE _ .02U O WATERSHED AREA ^ 1650.000 ACRES UNIT HYDROGRAPH TIME UNIT = S.(r0U MINUTES VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) _ .163 LOW SOIL-LOa:~ RATE PERC:ENT(DECIMAL) _ .90U BASEFLOW = .UOU G S/SOIIARE-MILE IISER-ENTEREO RAIIVFALL = 1.85 INCHES PROGRAM NUMBER 1 SELECTED WATERC:OIIRSE "LAG" TIME _ .432 I-IOIIRc: IINiT INTERVAL PERCENTAGE OF LAG-TIME = 19.281 HYDROGRAF'H BASEFLOW = .U00 CF'o RC=C&WC:D AREA ADJUSTMENT FACTOR(PLATE E-5.3) _ .9935 (((('.~,;~;,;(~;;i{~;r(.;~;{{t';(i.;(((((i((O>))i>ii)>i>i)i>i)))i>))i>))i)i>i))>)) Advanced Engineering Software [AES1 'SEP,IAL No.IUp972 VEk. 1.6C: RELEASE DATE: 2/21/36 {(i(~;((i({!.;(((i,';iiii(i(C(((<i(((i>))>i>i)i)>)i>)))>)>)))))>)>)))>)))))Y UIVI'' HYDROGRAPH DETERIMIIVATION INTERVAL "S" GkAPH UNIT HYDkDGRAPH NIINFEk ----------------- MEAN VALUES -------------------- ORDINATECi(C:FS) ------ 1 1.703 --------------------------------- 335.763 2 - 6.546 '366.521 O 3 14.545 1676.735 4 26.329 2370.450 5 40.469 2721.582 6 53.117 2523.744 7 61.501 1752.9~'d 3 67.581 1213.162 5 72.301 861.932 10 75.507 639.904 li 73.25E 543,492 12 80.586 464.'385 13 82.601 401.576 14 Cid . dC~5 .360.123 15 86.013 321.848 16 Ci7.355 274.655 17 83.583 238.101 i 3 Ci9 Jd5 230.824 19 50,751 208.750 - 2U 51.643 170.021 21 92.484 167.797 22 93.165 135.958 23 53.782 123.124 24 94.351 121.425 iµ 25 94.`_'171 115.887 26 95,549 115.322 ^ ( l 27 2Ci 96.049 96.549 59.773 9'3.773 ~,/ 2~i ~i7 .04~i '3~i .773 30 ~i7.549 9~i,773 31 98.049 59.773 32 93.549 98,773 ~~ ~15.C149 ~i~i ,771 34 53.549 59.773 5 1(1(1 , (1(1(V 35 , 544 ~1iiF##*#~ii i~FiFiF ~*j{"*iMiFiFiF~F~FiF?FiF*it?F ~FiFiF-1FifiF~f*iFiFM~FitiFiF~lFiFiFiFIFiF~7F~1FiFiF~IFiF#iFiFiF~iFiF iFM~IFif~1FiF~1FiFiFif~lFiF~lFdFiF O UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOS^a RAINFALL (NIiMHERi - (INCHES)---- -----(INCHES>----- -------(INC:HES) O ------- 1 .0243 .0136 .0107 2 .0243 .013E .UlO7 3 .0205 .0136 .0070 4 .0230 .0136 .0144 5 .02:-~0 .U136 .0144 6 .0336 .0136 .02UU 7 .02Cj0 .013E .0144 3 .0336 .U136 .0200 '9 .0336 .013E .0200 10 .U23U .0]36 .0144 I1 .02C-~3 .0136 .0163 12 .G336 .0136 .02UU 13 .0411 .0136 .0275 14 .0411 .0136 .0275 IS .0411 .0136 .0275 16 .0374 .0136 .0238 17 .0436 .0136 .0350 13 .U504 .0136 .0368 19 .0443 .0136 .0312 20 .OSU4 .0136 .0363 21 .0616 .013E .0481 22 .0575 .013E .0443 23 .0542 .0136 .0406 24 .O56C> .0136 .0425 25 .0573 .0136 .0443 26 .0734 .0136 .0643 27 .0934 .0136 .0733 28 .0654 .G136 .0518 29 .1270 .0136 .1134 30 .1363 .0136 .1223 3i .15:2 .0136 .133E ._ .1102 .013E .0966 33 .0374 .013E .0.'.33 4 .0336 .0136 .0200 35 .0336 .0136 .020U 36 .0112 .0101 .UU11 TOTAL STORM RAINFALLCINCHES) = 1.87 TOTAL SOIL-LOSS(INCHES'? _ .45 TOi'AL EFFECTIVE RAINFALL(INC:HESa ^ 1.33 TOTAL SOIL-LO'oS VOLUME(ACRE-FEET1 ^ 66.7566 TOTAL .NORM RUNOFF VOLIIME(AC:RE-FEET1 = 189.9653 O iF#dFiFiFiFiFiFdFiFdF~IFiV~1FiF1F#1F 1F 1F if 3F iF1FiFiFiF~FjFiFiFiFMMiFiFiFiF~F*##~IF### #itiF#iFiF#~1Fit~1FiF~Fi##iF~IFit~IFlFiFiFiFMiF#dFiFiF aF RCFC&WCD 3-HOUR STORM RUNOFF HYDROGRAPH O ~r~,~~~*~r******~r*~*~r*~r*****~xa~*~r****~*******~*~**r**scat*+~~r~r+~*****~ra*~r*+**a****** HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------- INTERVAL# ---------- ----------- UOLUME(AF) ----------- --------- pCC:FSi --------- ----- 0. ----- ------------ 400.0 -------- -- ---------------- 300.0 1200.0 ------------- 1600.0 1 ,0250 3.63 p - - ---------------- ------------- 2 .121{ I3.Ci7 p 3 .3323 30.64 Cd 4 .710E Sd.93 Vp 5 1.2561 35.01 V 6r 6 2.1059 117.58 V p , - 7 3.1209 147.39 V p , 3 4.341G 177.16 V p , 9 5,7735 207.99 .V p 10 7.3772 232.86 .V p , ii 9.1125 251.96 .V p 12 Ip.9417 265.60 V p 13 12 .~;6C~d 27~i .7$ V (I 14 14.9102 196.43 V p , 15 17.1125 319.77 V p 16 19.5142 35G .18 V p , 17 22.1673 333.77 V p. , 13 25,0437 413.33 V p O 19 28.1454 449.64 V .p 1(I 31.4570 43(1 ,3d V CI 11 35.0239 517.91 V p 22 s3.379a 559.33 v p i_'3 43 .CIC191 S~i~i .62 V. CI 14 47.4086 633.31 V. p 1S 51 ,1696 C~7b .77 V CI 16 56.9844 713,64 ,V Ci 17 62.2C)Ci$ 753.65 V Cf 2C--; 67.3271 315.71 V CI 19 74.0293 900.63 V Ca 3C) C;1 .C17b6 10123.15 V CI ,: S cf9.10_i7 1130.93 V p, 32 93.5176 1351.95 V CI 33 1(13.3113 1494.65 V p , 3d SSCi,E,139 1567 .p8 V C1. $$ 130.0597 1516.7$ V p 36 1'39.3604 1350.47 V. p 37 147.0434 1115.57 p V 33 153.1510 336.81 p V ;39 153.1!333 709.71 p ~ 40 161.9830 572.63 p V 4I 165.1137 46ri,lp .p , . V d2 167.9475 396.95 , p. . V 4 3 i 7u .3CI'9S :id2 .'97 C1 V 44 I li' . 333~i 301 .9 3 CI V O 45 174.1375 263.42 GI V d6 I7S.839b x'39.33 CI V 47 177.3755 '15.76 p V 43 173.71 I'_1 S 94 . C!$ (1 V 4'? 179.9[55 176.0 p V 50 181.0159 153.34 CI V . 51 132.0063 143.73 p V . 52 132.9073 13U.9G p V . 53 133.7270 119.02 CI V Sd 134.49's0 111.22 p O V . 55 135.2063 IU3.64 GI V . 56 135.3633 95.42 p V. 57 136.x724 94.35 p V. 53 137.0413 32.61 U V. 59 137.5775 77.36 .p U. 60 133.0797 72.91 .U V. 61 133.5340 65.93 .0 V. 62 133.9354 53.27 .0 V. 63 139.2969 52.50 .p V• 64 139.5799 41.09 .p V. 65 139.777a 23.63 p V. 66 139.3319 15.17 p U• 67 189.9249 6.25 p U• 63 189.9519 3.91 p U• 69 189.9651 1.91 p V. 70 139.3657 .SU 0 V. r r*a+t*r+* ~r*rr~r**a~r*a+ r**+r*~+*~ **r******+*ar****~r,~r,~*,~arra+**+r+******ra*~+**a O O STORK DRAIN ANALYSIS PLDS O Original version by Los Angeles County Public Borks Portions Copyriabted by CIYILSOFT, 1986, 1987, 1989 Version 1.20 ' Serial Huaber 01010166 Nay 10, 1990 6:14:93 Input file a:cvboa.spl output file: a:cvboa.out INPDP FILA LISPIAG T1 CANPOS VERDE DETEATIOA BASIN OOTLET BOB CDLVERT T2 816-090.093 ADG OS-09-90 T3 SO 300,00 39.00 10 .030 44.OT R 610.00 40.50 10 .030 R 915.00 42.1,' 10 ,030 TS 1000.00 94.00 6 .013 R 1010.00 94.05 6 .013 J% 1014.00 99.07 3 9 .013 100.00 45.01 60.0 O R 2900.00 53.50 3 .013 O J% ?904.00 S3 S2 1 9 .013 95.00 19.52 60.0 P. 3900.00 56.50 1 .013 NE 3900.00 S6.S0 1 SH 3900.00 56.50 1 66.66 SP AAPER SDRFACA PROFILE -CHANNEL DEFINITION LISTIAG PAGE 1 CAP.D SECT CHH NO OF AVE PIER HEIGHT 1 BASS Z1 ZR INV YIi) Y(2) Y(3) Y(9) Y(S) F(6) Yi1) YIB) Y(9) OI CODH AO TYPE PIERS AIDTB DIAMETER YIDPA DROP CD 1 2 D .00 5.00 8.00 .00 CD 2 2 0 .00 5.00 12.00 .00 CDs 2 D .00 5.00 19.00 .00 CD 9 2 0 .00 5.00 16.00 .00 CD S 2 0 .OD 5.00 IR.00 .CO CD 6 2 I 1.00 5.00 21.00 .00 CD 7 9 2.00 CD 8 9 3.00 CD 9 9 9.00 CD 10 1 0 .00 6.50 10.00 4.00 9.00 .00 O O TOTAL NUMBER OF DASIN DEPTH INFOkMHTiON --------------------- ENTRIES -- a SO ------- ~bA --------- SIN-DEPTH ------ BTOkAGE OUTFLOW **DAS ------ IN-DEPTH ------------ STORAGE ------------- OUTFLOW ~' + (FEET) (AC:RE-FEET) (CFS) ** (FEET) (AC:RE-FEET) (CFS) * .000 .000 .000*~ 1.000 4.600 70.ODU* * 2.O0G _ 9.700 14U.000ifdF 3.000 15.X10 240.C)UC)~ O * 4.000 '11.3(10 370.000** 5.000 27.30(1 510.OG0* * 6.000 34.900 675.000** 7.GUU 42.500 340.UGU* * Ci.000 50.600 1000.000** 3.400 53.300 1055.000* ******* *******~r************a *****,~****~r**+,~ +r***a~*** *a***~r~r**~** **~r******~r*** Advanced Engineering Suft.wnre [AESI 'SERIAL No. IC)613I VER. 2.3C RELEASE DATE: 2/2()/86 {{{f~;~;~;({~;?(~;l{(';(ti((!(CC(~:CCCti(C(tlCO>>» >)>))> » ))>>> » >>)>)>)>)))))>)>)> ------------------------------------------------------------------------ INITIAL DASIN DEPTH(FEET) _ .C)0 INITIAL BASIN STORAGE(AC:RE-FEET) _ .OU INITIAL BASIN OUTFLOW(CFS) o .UO ------------------------------------------------------------------------ - -------------------------- PASIN STORAGE, OUTFLOW ------------------------------------------------- AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 .00000 .OOGOG 2 4.35395 4.34105 O 3 4 9,21791 14.37355 10.13209 16.02645 5 20.0258Ci 22.57410 6 26.04330 29.55620 7 32.57562 37.22433 3 39.60744 45.3925E 9 47.156A7 54.04353 10 55.16708 62.43292 - WHERE S=S ------------ TORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNITCrIIN.) --------------------------------------------------------------- *UIVIT-HYDROGRAPH STORAGE-DASIN ROIiTING* IVOTE; COMPIiTED DASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEIV TUNE. BASIN iNFLOW VALUES REPRESENT THE AVEkAGE INFLOW DURING THE RECENT HYDROGRAPH l1NIT INTERVAL. GRAPH NOTATION: "I"=MEAIV UNIT INFLOW; "0"=O~.ITFLOW HT GIVEN TIME ---------------------------------------------------------------------------- TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) AC:kE-FT .U 392. 734. 1175, 1567. .C)8 3.6 .4 .024 0 [HA'3IN DEPTH(FEET) _ .O] O .17 14.0 1.7 .113 0 [DASIN DEPTH(FEET> _ .U1 .25 30.E 4.6 .302 0 , [DASIN DEPTHCFEET) ^ .1] PAGE NO 1 NATEF. SDBFACE PRDFILE - TITLF CARL LISTING O HEADING LINE NO 1 IS - CANPOS VERDH DHTRRTION BASIR ODT1RT B0E C01VRRT HEADING LINE HD ? IS - R16-090.093 HDG OS-09-90 HEADING LINE NO 3 IS - O O PAGH HG 2 O AATEP, SORFACE PflOFILE - ELENHAT CARP LISTING BLHHHNT NO 1 IS A SYSTEM OUTCRY r r r U/S DARA STATION INVERT SBCT 300,00 39.00 10 ELEMENT NO "c IS A REACH r r r U/S DATA STATIOA IAVHRT SHCT R 610.00 90.50 10 .030 HLENHNT NO 3 i5 A REACH r e r D/S DATA STATIOA IAVERT SECT A 915.00 42.17 10 .030 ELEHHRT.AO 4 IS A TRANSITIOA r r x D/S DATA STATION INVBflT SECT A 1000.00 44.00 6 .013 ELHVEAT HO 5 IS A REACH r ' r U/S DATA STATIOR IAVHR7 SBCT A 1010.00 99.Oi 6 .013 ELBHHNP NO 6 IS A JDACTIOA ' ' r r UIS DATA STATION INVERT SECT LAT-1 LAT-2 N 1014.00 44.07 3 9 0 .013 O ELEVEN? NO 7 IS A P,EACA x r r U/S DATA STATION INVHRT SBCT N 2900.00 53.50 3 .013 SCENERY NO B i5 A JUNCTION x r r r G/S DATA STAiiON INVEST SECT LA?-1 LA?-2 N 3904.OG S3.S2 1 9 G .013 HLENEIIT NO 9 IS r. R'sACH x r x U/S DATr. STATION INVERT SHCT N 39DC.00 SE.SD 1 .013 ELEVENT NO 10 IS k HALL El,TRANCE x UiS DATA STATION INVEP,T SECT FP 3900.06 SE.SO 1 .sae ELEVEIIT HO 11 IS F. SYSTEM HHADAOP.P,S r U/S DATA STATIOA INYBRT SHCT 3900.00 56.50 1 NO HDIT ERRORS ENCOUNTHRHD-COMPUTATION IS NOA EHGIANIAG Y 5 %LEV 44.01 RADIOS ARGLB AAG PT NAN H .oo .DO .oD 0 RADIOS AAG1E AAG P4 NAA A .00 .OD .OD 0 NADIRS ANGLE AAG PT NAH H .DD .oo .oD 0 r r r Q3 Q9 INVERT-3 ItiVERT-9 PHI 3 PHI 9 100.0 .0 95.07 ,00 60.00 ,00 RADIUS ARGLR AAG PT NAN B .oD .oo .oD 0 r r r Q3 Q9 INVERT-3 IHVEP,S-4 PAI 3 PAI 9 95.0 .0 54.52 .00 60,00 .00 RADIUS ARGLB AAG PT NAA H .OD .00 .00 0 x A 5 HLEV 66.88 O RATEA HUREACE PROFILE LISTING CAHPOS VERDE DETEATIOA HASIA OUTCRY BO% CDLVHRT R76-090.D93 RDG OS-09-9D PAGE 1 O S"ATIOR IAVHRT DHPTA R.H. , Q VHL UEL HAHRGY SUPER CRITICAL HGT/ BASH/ ZL NO AVHPR ELEV OP PLDR .ELEV HEAD GRD.EL. ELBV DEPTH DIA ID N0. PIEA t/EtEH SO SP AVB AP HORN DBPTN ZR tttlftittltttftY!!1S}ttftttttYtYYtlfttltTttttftttttf}tttlItfttltttt}ftYtttfSftt2ttYYtltttttTttt!lYYtffttf tttt itYft!ltttTTttltYYtit 300.00 39.00 5.01 49.07 125D.0 9.14 1.03 45.10 .00 4.62 6.50 10.00 4.00 0 .0( 96.95 .004E4 .00597 .29 5.39 9.00 346.85 39.23 5.22 44.94 1250.0 1.16 .94 95.38 .OD 4.62 6.50 10.00 4.00 0 .0! 159.40 .00994 .00525 .93 5.39 4.OD 505.25 39.99 5.31 95.36 1250.0 T.40 .9S 46.21 .DO 4.62 6.50 10.00 4.00 0 .O( 109.75 .OD999 .00999 .S1 5.39 9.00 610.00 40.50 5.39 45.98 1250.0 1.39 .85 96.72 .00 4.62 E.SO 10.00 4.00 0 .Ot 29E.E3 .00958 .00472 1.16 5.95 9.00 BS6.63 9i.E3 S.9S 41.08 1250.0 7.21 .91 41.99 .00 9.62 6.50 10.00 4.00 ~Of '3.15 .DD959 .00451 .15 5.45 9.00 865.91 41.18 5.95 4T.23 1250.0 7.21 .81 99.04 .00 4.62 6.50 10.00 4.00 0 .D HTDAAULIC JONP 9.00 995.91 91.16 3.61 l5.6S 1250.0 12.68 2.SO 98.15 .00 9.62 6.50 10.00 9.00 0 .0 7,tg ,ppgSE .02235 .17 S.9S 9.00 997,25 91.91 3.76 45.57 1250.0 13.28 2.74 9E.31 .00 9.02 6.50 10.00 4.00 0 .6 7.97 .OD9S9 .D253S .2p 5.95 9.00 905.12 4:.95 3.ES 45.50 1250.0 13.93 3.01 4..Si .00 4.62 6.50 10.00 4.00 0 .0 7.99 .00459 .62985 .23 5,95 9.00 913.09 41.99 3.59 45.43 1250.0 14.E1 3.32 48.74 .00 4.62 .6.50 lO.OD 4.00 0 .f 6.02 .D0956 .032$3 .26 5.95 4.00 921.11 41.5? 3.44 45.36 1250.0 15.32 3.65 49.01 .00 4.62 6.50 10.00 9.00 0 .( 9,09 .0045E .03135 .3D 5.45 4.60 ~. PAGE 2 HATER SDP.FACE PROFILE LI STING O CARPOS VHRDB D8T8RPIOH BASIN OOTLET BO% CU1VERT R7B-09 0.093 VDG OS-09-9D STAPIOR IRVBRT DHPTH H.S. q V81 YRL BHERGY SUPHR CRITICAL HGT/ BASE/ ZL HO AVBF ELEV OF FLOV ELEV HEAD GRD.EL. ELEV DEPTH DIA ID H0. PIER L/ELBM SO SF AV8 HF RORM DEPTH ZR ' tttYtttYYYttttlltlt YYYttltYtttt tYtttt tfYYtYttttlftttYYt}tYtltttYtYlSttttYt} t}ttti} ttttttflttttt YtYtYtYYYtltt YY}Yf SYYYtYtt YYtYf tttl 9?9.12 41,96 3.33 45.29 1250.0 16.01 4.01 49.31 .00 4.62 6.50 10.00 4.00 0 .0 1.95 .OD958 .04250 .39 5.95 9.00 937.06 42.00 3.23 45.23 1250.0 16.BS 4.41 49.6! .00 4.62 6.50 10.00 4.00 0 ,G 7.86 .00458 .09837 .3B . 5.45 9.00 944.92 42.03 3.14 95.77 1250.0 17.61 4.BS 50.02 .00 4.62 6.50 10.00 4.00 0 .0 7.19 .00958 .DSSOi .43 5.95 4.OD 9S2.6fi 42.07 3.04 45.11 1250.0 18.54 5.34 50.95 .00 9.62 6.50 10.00 4.00 D .0 1.fi0 .00958 .0626fi .48 5.95 9.00 O 960.26 42,10 2.95 45.05 1250.0 19.44 5.87 SG.93 .00 4.62 6.50 10.00 4.00 0 .0 7.95 .D0958 .O1i39 .53 5.45 9.00 967,71 42.19 2.86 45.00 1250.0 20.39 E.46 S1.4fi .00 4.62 6.50 10.00 4.OD 0 .[ 7.2S .00956 .06122 .S9 S.4S 9.00 975.00 42.11 2.77 44.94 1250.0 21.39 7.1i S2.OS .00 4.62 6.50 10.00 4.00 0 .[ TRANS STR .07320 .01302 .33 4.D0 1000.00 94.OG 3.44 41.94 i2S0.0 IB.':8 5.14 SL ST .DO 9.95 5.00 21.00 .00 1 1.C 1C. DG .ODiOC .00999 .i0 9.39 .DO 1010.00 44,05 3.91 91.46 1250.0 16.31 5.21 S't.o7 .00 4.°,S 5.00 21.00 .00 1 1.[ 3UNCT STR .00500 .00150 .03 .00 1014.00 44,07 4.98 99.OS 1150.0 16.48 4.22 53.28 .00 5.99 5.00 19.00 .OD 0 ,. 960.81 .OOSDD .OOS00 2.33 9.96 .00 1480.81 96.40 9.98 51.39 I1S0.0 16.98 4.22 55.61 .00 5.99 5.00 19.00 .00 0 .( O 113.17 .ODS00 .00517 2.61 9.98 .00 PATER SURFACE PROFILB LISTING CAXPOS VERDE DBTENTIOY BASIN OUTLBT BOB WLYBR7 R18-090.093 YDG OS-05-90 PAGB 3 O STATIOA IAVBRT DBPTR Y.S. Q VBL VBL EABAGY SDPBB CRITICAL AGT/ BASH/ ZL XO AVBP: ELEV OF FLOP ELEV READ GRD.BL. ELBV DEPTA DIA ID N0. PIER 1/ELBX SO SP AVB AF NORX DEPTH ZA tttltTtltfYYYttltlt t2tt2lttTtYfTYtYlttt tlt2tttTttltYlttttTtTYt}tY tf}ttlt!}f YtttYTi tTYtYYttttTTT ltTt}itYYttlt Ytltitttttttt}Tttl YYtt 1993,98 48.97 4.BT 53.84 I1S0.0 16.86 9.92 58.26 .00 5.94 5.00 14.00 ,00 0 .0 303.13 .00500 .00511 1,13 9.98 .OD 2291.11 50.99 4.64 SS.13 1150.0 17.69 9.86 59.99 .00 5.99 5,00 14.00 .00 0 .0 11E.95 .0050D .00653 1.15 l.98 .00 2914.06 51.37 4.43' SS.80 1150.0 18.55 5.35 61,15 .00 5.94 5.00 14,00 .00 0 .0 133.92 .005DD .00196 1.00 4.98 .00 2607.98 52.09 4.22 56.26 1150.0 19.46 5.88 62.14 ,00 5.54 5.00 14,00 .00 0 .0 110.60 .00500 .00954 .99 4.98 .00 2116.06 S2.S9 4.0? 56.fi2 1150.0 20.40 6,91 63.09 .00 5.94 5.00 14.00 .DO O.0 9E.ll .OOS00 .00978 .99 9.9E .DO 2814,1°. 53.07 3.84 S6.°.1 1150.0 21.40 7.12 64.03 .00 5.99 5.00 19.00 ,00 0 .f PS.6i .00500 .01121 .S6 9.98 .00 2800.00 :3.50 3.66 S7.lo 1150.0 22.45 i.B3 fi4.99 .00 5.99 5.00 14.00 .00 0 .P JUEC7 S"R .0^500 .00868 .03 .00 2904,00 53.52 6.15 6L 67 1055.0 16.19 4.01 65.14 .00 8.15 5.00 8.00 .DO 0 .( 51.37 .OOSOf .00519 .30 8.40 .00 2961,37 53,81 8.90 62.20 lOSS.O 15.71 3.83 66.09 .00 8.15 5.00 8.00 .00 0 .f 938.03 .DDiOG .ODSDO 9.fi5 8.90 .OD 3900.00 58.50 6.40 66.90 1055.0 1S.1i 3.83 10.73 .00 8.15 5.00 8.00 .00 D .f PALL ENT RANCE .00 ;900.00 S6.S0 8.40 66.90 1055.0 15.71 3.83 10.13 .00 8.15 5.00 8,00 .00 0 .! O 0 0 8 0 0 x ~ O 6 w U 5 F F ~ a 3 O k= 2 ~i :._......_ 0 _.. ...._,. O 0 r L~3W RATE vs. DEPTH - CAMPC~S VERDE BOX CULVERT OU1lET FROM DETENTION BASIN 0 0.2 0.4 0.6 0.8 1 (Tlwusanda) FLOW RAZE (cfe~ O 5X70 RCB O CAMPOS VERDE HYDROLD6Y - BASIN CHARACTERISTICS O HEADWATER STORAGE BASIN DEPTH VOLUME OUTFLOW (FEET) (ACRE*FT) (CFS) 0 0 0 1 4.6 70 2 9.7 140 3 15.2 240 4 21.3 370 5 27.8 510 6 34.9 675 7 42.5 840 B 50.6 1000 8.4 58.B 1055 O O c7E_Oq~;,OgC NES/COWRY MA\' 14, 1990 'Afi+#~f 1T'iF-il" Jr'e-M"Y*-Ir?'T'1FS'A'-)r3F'k'Y']!'F'~-1('~"RAj`".{'}'11'M"R'A'If'M"R'Iti~**"k'1f'k 9t'k')(")1' lf-}r jF'l~'~i'x'){"k'A~1"x"R'T"k'k i"~'ji"k }'}~fi *~(' HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL (G) Copyright 15C*3,193E Advar~cEd Er~gineerirlg Software IAES] Especially prepared for: NESTE, PRIiDIN ~ aTONE, INC:. **********DESC:RIPTION OF RE'aIILT'o**'****************************************** * GAMPOS VERDE DETENTION PASIN SIZING AND PERFORMANCE ~ * R73-OCiU,G'S 3 NHS/COWR Y MAY 9, 1550 '~ * * ************ ***+*******+** *~t****~~t*~ta~ta**~r+t*r******~t*a~t**~r*~t****~x~r***+*****~t -- ------------ ------------ ENTERED ------ ---- -------------- -------------- INFORMATION: --- --- -------- -------- ---- -- ------------ ------------ ---- - --------- --------- --------------------- --------------------- - - TOTAL NU ------- - MPER OF INFLOW - - ------ ---------- HYDROGRAPH INTERVALS = 70 --------------------- CONSTANT HYDROGRAPH TI ME UNITCMINUTES) = 5.000 ASSUMED ----- - INITIAL DEPTH( -- - FEET) IN STORAGE PASIN = - .UU ----- - ENTERED - --------- - INFLDW HYDROGR -------- ----------- APH ORDINATES(CFS): --------- --------------------- O *INTERVAL FLOW *I NTERVAL FLDW *INTERVAL FLOW * * NUMPER (CFS) * NUMPER (CFS) * NUMPER (CFS) * is S.6S* 2: 13.57* :: 3U.64* * d: 54.53* 5: 85.U1* b: 117.53* * 7: 2d7.35* 3: 177.16 5: 2U7.99+ * 1U: 232.36* li: 251.56* 12: 265.60* * i'': 275.75* 14: 256.48* 15: 31y.77* * It.,: 35U.18* 17: 383.77* 18: d13.;i3* * 25: 449,E4* 20: d3U.Ci4* 21: 527.51* * 22: 555.33* 23: 555.62* 2d: 633.SI* * 25: 676.77* 26: 71S,nd* 27: 75Ci.6S* * 2U: '~16.71* 25: 5C1(I.E* 3C1; 1U23.19* * :t1: 113U,5S* 32: 1'~52.55* 33: Id54.65* * 34: 1567.03* 35: 1516.73* 36: 135U.47* * 37: ii15.57* 38: 386.82* i5: 705.71* * dU: 572.65* 41: db5.1U* 42: 3'36.95* * 43 : 34[ .37* d4: 3C11 .5 i* 45: ::63.42* * 46: 239.38* 47: 215.76* 48: 15d.05* k 45: 176.20* 50: 158.34* 51: 1dS.73* * 52: 130.90* 53: 125.U2* 54: 211.22++ * 55: 103.6d* 56: 55.d2* 57: 88.35* * SCE: Cj2,61* 59: 77.86* 6U: 72.51* * 62: 65.'38* 62: 58.27+ 63: 5'1.5U* * 64: 41.U'3* 65: 28.6Ci* 66: 15.17* * 67: 6.25* 68: ~.51* 65: 1.5i* DEPTh-US .-STORAGE AND DEPTH-VS ,-DISCHARGE IIVFORIVATION: .33 54.9 9.6 [BASIN DEPTHCFEET) _ .42 85,6 17.1 [BASIN DEPTHCFEET) _ .SG 117.6 27._1 [PASIN DEPTH(FEET7 = .58 147.4 39.1 [bA6IN DEPTH(FEET7 = .67 177.2 52.8 [bA^aIN DEPTHCFEET) _ .75 263.0 63.3 [BASIN DEPTHCFEET) _ .83 2'32.9 33.3 IHASIN DEPTHCFEET) _ .92 252 .U 93.5 IHASIN DEPTHCFEET) _ 1.OG 265.E 113.6 IHASIN DEPTHCFEET) _ 1.03 279.3 128.6 [BASIN DEPTHCFEET) _ 1.17 2'_i6.5 144.9 [BASIN DEPTHCFEET) _ 1.25 t19.8 165.5 [BASIN DEPTHCFEET) _ 1.33 350.2 187.3 IHASIN DEPTHCFEET) _ 1,42 333.3 210.4 [BASIN DEPTHCFEET) _ 1.50 418.4 23d.9 [BASIN DEPTHCFEET? _ 1.53 449.6 263.5 [BASIN DEPTH(FEET7 1.67 436.3 293,_ [BASIN DEPTHCFEET? _ 1.75 517.9 523.9 [BASIN DEPTHCFEET? _ S.Ci3 559.8 ~SE.2 [HASIN DEPTHCFEET? _ i .'~<' 559.6 339.7 (BASIN DEPTHCFEET) .:.GG 633.3 424.1 :BASIN DEPTHCFEET) _ ~.G3 676.3 459.6 [HASIN DEPTHCFEET? c 2.17 713.6 4~i4.1 [HA'3IN DEPTHCFEET? _ ...'?S 758.7 532._ [HASIN DEPTHCFEET? _ ...33 'd15,7 574.2 IHASIN DEPTHCFEET? _ 2.42 906.6 622.6 [BASIN DEPTHCFEET? _ <,SG 1023.2 681.5 [BASIN DEPTHCFEET) _ 2.SCi 1186,9 751.6 [BASIN DEPTHCFEET) _ 2.67 135'2.9 33d.7 [BASIN DEPTHCFEET? _ ...75 14'i4.7 iii ~i ,~ [HASIN DEPTHCFEET? _ .631 GI .I1 1.125 OI .2] 1 .787 0 I .41 2.569 0 I .6] 3.473 .0 I .81 4.4Ci3 .0 I 1 .O1 5.570 .0 I 1 .21 6.679 0 I 1 .41 7.773 0 I 1 .61 3.Ci70 0 I 1.31 9,970.. 0 I . 2,0] 11.163 0 I . 2 .'3] 12.360 G I. 2.51 13.574 0 I. 2.71 14.922 0 I 2.91 16.362 0 .I d.11 17.697 0 .I ..4] 19.i3Ci 0 I 3.E] 26.652 0. I .91 22.213 0. I 4.11 2'3.316 0 I 4.d.1 25.431 .0 I 4..61 27.063 0 4.91 X•.754 0 5.11 ''0.562 0 5.4I :1.644 0 5.71 35.2(1(1 0 6.01 33.466 . 6.51 4i .i5ii 7.61 46.511 . 7.51 I . I. I , . I , I , 0. I .0 I . U , I . O O O O O 2.33 1567.1 1000,6 (BASIN DEPTH(FEET? _ 2.Bi 1516.7 1023.9 [PASIN DEPTH(FEET) _ 3.00 1350.5 1033.7 [BASIN DEPTH(FEET)'= 3.03 1115.6 1Cr42.1 IHASIN DEPTH(FEET? _ 3.17 386.3 1035.1 [BASIN DEPTH(FEET) _ 3.25 7C)~i,7 1C12C1,4 (PASIN DEPTH(FEET? _ 3.33 571.7 1000.2 [BASIN {)EPTH(FEET) _ 3.42 463.1 933,0 (BASIN DEPTH(FEET) _ 3.50 337.0 364.7 [BASIN DEPTH(FEET) _ 3.53 343.0 734.4 [PASIN DEPTH(FEET7 c 3.67 301.3 725,3 [BASIN DEPTH(FEET) _ 3.75 163,4 661,4 [BASIN DEPTH(FEET) _ 3.33 233.3 533.:1 [BASIN DEPTH(FEET) 3.32 215.3 542,2 (BASIN DEPTH(FEET? _ d.00 194.1 491.9 [BASIN DEPTH(FEET) _ 4.03 176.2 4401.3 IPA^aIN DEPTH(FEET) _ 4.17 153.3 403,3 [PA^aIN DEPTH(FEET) _ 4.25 143.7 371.7 [BASIN DEPTH(FEET) _ 4.3;3 130.9 333.3 [BASIN DEPTH(FEET? _ 4.42 115.0 308.7 IbASIN DEPTH(FEET? _ 4.50 111.2 281.7 [BASIN DEPTH(FEET? _ 4.5~ 1Cr'3,6 257.d [PASIN DEPTH(FEET) _ 4.67 95.4 235.9 IHASIN DEPTH(FEET? _ ~, d,7. 8C; ,3 x10.5 [PASIN DEPTH(FEET) _ 4.33 32.6 201.5 [BASIN DEPTH(FEET) _ d.92 77.9 137.3 (BASIN DEPTH(FEET? _ S.OU 72.9 174.3 (BASIN DEPTH(FEE7? _ SCr.693 . 8.0] 54.167 , 3.11 56.365 . ~~ . tl 56.833 . r ..{ 55.837 . d . ~1 53.6d7 . X1.1 50.638 I C;.OI 47.2G6 .I 7.61 d'3.750 I 7.21 A0.399 I. 6.71 37.'Ld3 I . 6 .'3 ] 34.315 I , 5.91 31,627 I 0 5,51 29.133 I 0 5.21 26 .'_159 I 0 4.~i1 24.935 I .0 4.6] 7.i .076 I 0 4.31 21.380 I 0. 4..01 11,[;35 i 0 . ~~.dl 1C; .425 I 0 . 3,51 17.150; I 0 .. 31 16.015 I 0 :'t.11 14.574 .I 0 3.01 id.017 ,I 0 x.21 13,17 .I 0 1.61 Si.32Ci .I 0 _.51 11.5(14 .I 0 2.31 0 0 0 I OI . . I 0 0 0 0 .0 0 0 . 0 , I I . O O HYDROLOGY AND HYDRAULICS STUDY FOR THE LOT 6/CAMPOS VERDE DEVELOPMENTS TEMECULA, CALIFORNIA Prepared for: BEDFORD PROPERTIES 28765 Single Oak Drive, Suite 200 Temecula, California 92591 (714) 676-5641 O Prepared by: NBS/LO1A/RY, INCORPORATED 40925 County Center Drive, Suite 120 Temecula, California 92591 (714) 676-6225 R78.090-103 August 1,1991 John M. Brudin RCE 41836 O L_ O O TABLE OF CONTENTS SUBJECT PAGE Purpose 1 Project Description 1 Hydrology Narrative 1 Hydraulic Narrative 2 Detention Basin 3 Hydrology Method 5 Soils 7 Initial Area-T~ 9 Intensity-Duration Data 10 Isohyetals 11 Campos Verde Output-Rational Method 100-Year Storm 13 10-Year Storm 29 100-Year Storm 45 Unit Hydrograph Analysis 100-Year Storm 48 2-Year Storm 53 Hydraulics-Storm Plus Output 59 Detention Basin Performance RCFC&WCD Reservoir Routing 71 Low Flow Channel-Grass 75 Graphs Outflow vs. Depth 77 Storage vs. Depth 78 O O PURPOSE The purpose of this study is to verify and update existing hydrology information and to determine the appropriate storm drain improvements required for the development of Lot 6/Tract 3334,Campos Verde. The scope of the study includes a detention basin design and required sizes for underground drainage facilities. All facilities are designed fora 100- year storm event to the standards of Riverside County Flood Control and Water Conservation District. PROJECT DESCRIPTIOPd The Lot 6 area lies to the east of Ynez Road between Solana Way and Winchester Road in the City of Temecula, County of Riverside. The development of Lot 6 will consist of retail commercial facilities. Surrounding developments tributary to the "unnamed dry wash" (including Campos Verde) will consist of commercial, apartments, and single family homes. The hydrology map included with this study indicates the speck drainage areas and their appropriate land uses. HYDROLOGY This analysis will refer to the Drainage Study for Rancho California Commerce Center O General Plan Amendment dated April 1989 by Robert Bein, William Frost & Associates as RBF's study. The Unnamed Dry-Wash Bank Improvements study for Plot Plan 11222 dated March 7, 1990 by NBS/Cowry will be referred to as the Dry-Wash study. Both studies are considered valid and are made a part hereof. The bulk of RBf's study was verified and accepted. Negligible changes in drainage area boundaries were noted. These changes were most likely due to discrepancies between different sources of topography and created no net effect on RBF's hydrologic calculations. A composite of several tract and parcel maps was used to prepare a more detailed hydrologic analysis of the area known as,Campos Verde, Tract 3334 at Winchester and Margarita Roads. While most of the area is tributary to the "unnamed dry-wash", portions of Campos Verde are tributary to the area between Lot 6 and Winchester Road. The attached hydrology map provides a more detailed description of the drainage areas and their direction of flow. Offsite flows tributary to the Campos Verde site were determined by RBF's study. These flows are conveyed through the site by the appropriate size culvert as indicated on the drainage improvements exhibit. O Campos Verde was analyzed using the Rational Method,Version 5.9D,computer program based on the RCFC & WCD Hydrology Manual dated April 1978, by AES. Results of that O analysis are attached. The flows obtained from those results are indicated on the. hydrology map. The proposed storm drain facilities for the site are shown on the drainage improvements exhibit. Runoff will be conveyed through the Campos Verde site by a system of parking lots, streets, catch basins, pipe culverts and channels. The drainage improvements exhibit indicates preliminary sizes and locations of these facilities. HYDRAULICS The "unnamed dry-wash" discharges under Ynez Road through a double 10x5 Reinforced Concrete Box (RCB). The dry-wash study indicates that the double 10x5 RCB can adequately convey a flow of 1250 cfs. The area tributary to this box generates a 100-year storm runoff peak well over the existing 1250 cfs capacity. This necessitates the use of a detention basin upstream to reduce the flow rate experienced by the Ynez Road box to 1250 cfs. A proposed location for the detention basin was chosen and is shown on the drainage improvements exhibit. All drainage areas below the basin that were tributary to the double 10x5 RCB were subtracted from the total runoff. The result was an allowable discharge from the detention basin of 1055 cfs. A double 8x5 RCB was designed to convey the allowable discharge of 1055 cfs from the detention basin to a point O approximately 1800 feet downstream, then transition to a double 10x5 RCB. A depth-discharge curve and adepth-storage curve were established based on a proposed RCB storm drain design. Both curves are attached.(see pages 77 & 78) All flows tributary to the detention basin were routed through it using the Riverside County Flood Control and Water Conservation District Reservoir Routing computer program FC 109. The detention basin program output is attached. The hydraulics of the RCB storm drain system were analyzed using the Storm Plus computer program. The printed output from the program are included in this report. The storm drain improvement plans, Murrieta Creek A.D.P. Line C Storm Drain, are also included in this report. O Z DETEPITIOM BASIM O The detention basin/storm drain design is conservative since the maximum flow out of the basin is 1005.2 cfs. This is 5% lower than the computed allowable discharge of 1055 cfs. A concrete spillway,wkh approximately a 50 foot base width at elevation 1077.0',is located to the north of the double 8x5 RCB headwall. The detention basin has a capacity of 64 acre-feet at elevation 1080.0'. The water surtace at peak storage is 1074.8' with an outlet discharge of 1005.2 cfs. The storage required to successfully route 1518.06 cfs (100 year storm per UnR Hydrograph) through the basin is 29.55 acre-feet. In the event that the detention basin should fail or the double 8x5 RCB clog, the resultant flows would be conveyed through existing natural drainage facilities and across Margarita Road via a proposed spillway. At present,with Lot 5 and Lot 6 of Tract 3334 undeveloped, the overland flows would inundate Lot 6 and be drained by the existing culvert under Ynez Road and by the temporary 24" CMP which currently drains the Right of Way. In the future, with Lot 5 and Lot 6 developed,the resultant flows from a failed detention basin would flood the parking area, and be drained by the developed conveyances. . O O 3 0 HYDROLOGY O O 4 -` - .. , c ¢ n _ ~-:; - ~y D D td D D D. ~. - _ ~ _1 RB=i'- i.T-~__:;~~. -_.` ~.. n - C1~7 . ° _ ~.[4'" ~'~r~r~D.~. .. ,.. - _ -~' "f~ '1~ )~ ~ .,:/ - t -fir- - L,J~j~~ v' 6 ' - .L, -fir --~' ~,,,~~,rv3. '~s ~ _ _ - r " r- -,~,. ^-~c 'c<KC-l~~jjr. 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Q~ l\1~~~„-+~f^~,\ I~Sv 6V~c~~s~ f ,~6' I _ ~.~i _-v i~ ~ ~ );~ _ 76 NI"De/\^.l~a`CS w ! _^ e ~'-' r~~~- •-~•~ "!_ o~ 'S ~ ~" ~ ;~ J _ [ ~~'~~.~ ' ~ ~ ~.. -!'"moo .•t i 1C _-=f/_ J,~ G~'-~"'','G..~ ` 4~-~_ .~ 7C~ ~ ..fie'/' _ .~ T~'~-_.n-~ ~ -e~-- ,~ ~ . ~:.- _~~ r.: ._- I o -~- I ~ i. _ _ _ _ 6 ~_','Il `:I-;~i.`o.._~Y~.~~~~~~. -ova IC.rrl ~rf ~~ ~-.- - / ~ _ f Y__=. ~_ c ~';" Ir ~ •D a ,:..c...... C eL g[ ira O L~u'cND ~ I HYDROLOGIC SOILS GROUP 41AP - SOILS GROUP 000HDAR7 F-OR A SOILS GROUP DE3IGHATIOH R C r C i?c W C D ` I MURRIciA ~ _- T BG - ° 9 C e g ..C ' ~D~ G r '\_ i- ,~ e-~'t'~f1r D U _?•-~ - ~ D yam. -_ c -Dye, c~ DC ~ _~ ~ a_D•_C 8~ ~- a - ,C-',. .ter-~ G 1` 4?~p ~ \ c r~f~ tea. ° - ._ - 1 _ - '`':: _4. c ~ 4 ~-= ~ D _ - _ _ ..8-_ ~ .. ___._- __ ._ B 8 C p ~1 _ a 'st. L ~ \ D .8 _ _ ~ aY. _ _ d~ C D ~...~- .~~ .' .. 8 _ ~,~.r`. ~ "~ ley e• 'ILNfj er.+ ~ :/-t1 ~! ~O~ _ 8 D- dC ~ C: fl „A 7.._. 8 C.. _ g ~ _ :~ 1-.. _ ~''} VV/~ d V BC . 5~ D ~'~ Diu F''~ "~ /~~ n`~.. ~-~~ ~ 8C yv~ ~ ~ - ~•D ~0_. .C ~)I '» - .q ~ -° \.A" DJ gN (/~ L1'~Cy`;~'(L^~_ ~, 'rtS~_ i u G-y /".~_ -,D - -'-- ~',~' B -D .ter ~- ~~8--._~OfQ~ .-' BC .. - B - - gC BC B D ~oG _. ~__ ~ B J-~\ 0.rtt~~~~~ ys -_ ~ mil' ~ (,,V~~2//A - - _ `~/' "' D ~ tic ~•.ri( ~~`\{/ K ~-"~~_~ D~// - D ~ D _~/1, `~~~` D ~-=~s~BC 'fie 5(../ ~~p w p-a e ~ ~c2g`T~~-~„~--d-._8E ~S~f 'CX~ ~~~b" ` -i~s=: ~ r. -.-- ~r'o .g -`a S~ ail/ ~D ~..~N, ~`~7~'' ac - ~~- -eC ~ ~ ;'yc:~- J ~ _~ _((e- _ ~~ ~~.~~ D ~~~ ~ e °B~ ~~ Mljr~ ~ e~ -mac c~ SBC~ ~a~ AD D s-N `~`)~~" act!"/~~ ,' -~ 4t~~~. ....~- ..c 9 = i i i ~ i .r ~ , 1 v[cwuu~ 9C FYI u•m A B A B 8C BC BC BC - L~GcND ~ HYDROLOGIC SOILS GROUP MAP - SOILS GROUP BOUNDORY FOR A SOILS GROUP OESIGNA710N ~'}~ R C F C& W C D ~ BACHELOR MTN. -- • 1 O ~S_*3IIC'=IONS 20R a7ATT_G[~iL !`-L1QOD S`~DROI.OGI Gig-IIL1TT_ONS (gas e3 as ~e Bativaal ?os~ula, Q = Cam) 1. Ga map e£ d-"ainace area. 'craw ~-ai.age sys-~ aac block o~= suba~_2s t=i:vu-a~ to it. Z. De_~-- -+e tae ~a1 "^e o: c~cea=aeon , "T••, tLSing ?late D-3. ~e_-: ~ i a_-ea, should be less Lean 10 aces, have a ~ ow paw of less taaa 1,000 feet, and be ~e mor ucs =eam s•.i~a.=~. _. IIs~c ~e tie of coacen~a_cr_, Bete=tee .°, ~~e^si_~ o~ rzi=- `a'~ _. --==es x hour. _~ ~"1P apgropr=ate _.te:isi_a-d~'a`ca c_'ve _°or~tae par-'e•~a= area u=der 53cy. Bor areas whe% raa- da^_ e_ yes are ao": ~'^le, ese ?la._s D-4.1 and D-4.2 :a ~~dace -..e s-~^~~ = c•-ve. _...r areas whe~_ c-_-ves have aot bey pablsaed by `~+e Ds.-ice, use ?fates D-4.3 "-voce D-4.7 :~ deve? oe a sui=- agile it_.si_~-dL-atvn c:~~e. 4. De-e.--,:-,e ..", ~e cve?=3cie=t oi =.aao^, using ~e =~e_r ae_=_ cart c•~e^wai~ cor^s^^^° as clcsely as xss:~le wi`1` :he sci, cover tune and deve3ox-=.t c= -- `~' ^~~ ar-_a. S :mmcar? c_^ves (??aces D-~.l `.-^uca D--.4) aave be°S deve3oned by `~^e Ds-i^- °or `=.e r-++~.k~n case o~ ~..an Lanrscan~g ?ce cove=. wne=e :ease c_^~es are aot apnLcame. =yes may be developed using ?fates D-5.5 -,i^vuch D-~.8. 5. Det°^_.'~e "~" , tae area o. ^e ssbarea i~ aces O o. Compu_e Q = C~ Eor ~e sine=°z. 7. -'!ease=- _ze 1°a~.31 c~ ~ ow ~ ~e paint of~laa ox t`ie ner-_ s-.i~- z:ea doers-eam. Dete~~e ~e velocity c~ _-t~,, _ =~ -eac^'_ _cr tae peak Q is tae type e° c~.nveyanve being ccr~ic=-ed {nat•_-al ~a=:.=~ , s-eat, =ipe, e_ c~:e:. ~,za^.~~) , s~q ~e taol'zc aics ca ?laces D-~ -~^cueh D-9. II5 n5 tae reams lane and w_?eci_~ det=^~^e3 aoove, c5epute ~_e L=evel time, and add .^:~ ~e tc tae time ai ccnc°acatica 'ar ~e previews s.~area to dew"^'~e anew time of ccacen-at=oa. 8. Ca1c•~ zte Q or the new s.:~z=ea, u_s_zc steps 3 `-cug'n 6 and ~e new '~me c~ onc°_^.ca~ca. Deter~.e "r" ae panic Q =.,_ all si: areas `~c:tz*3 to the svst_ a t:-vs m=- by addi-ig Q 'or tae new s.:aarea `c tae ~•-^+~_ca v_ Q ic_ zll upsceam s-.iareas. Det_- mi_•ie the time e= ecncent~-en =or ~_e nex= s•.~area docvxLS-eam sinc S ten 7. C_:.tiaue tab_.g cvv.s=eam ~ s'-'~a.= '-alien c^.-I a jimc-=cn wig a la..e_2 ~-a_. is rea~zed. O 1"6 ~ ~ 'b ~ W !~ rlY~R~!.~SY 1~llAN(JAL RATIONAL AAETHOD INSTRUCTIONS - PLATE D-I (I of 2) .`~ o - a= ~e L'-y- ~.Sd c_° _ze la=_~ U ?e .-s q down a ~e S`=- ~' i•,m.on w_~ ~e m~~ ''^e, cs_.c .e z_.o.5 oc-=wed _a ~e --er_ots s~°?s_ _-oa- 3° peak 4 a= ~e 7~-.=. .P= qA. =':.. =.1 =a-=sad 1C. - _ze -'~ z-y a_°~ ~= ~- :~_ sae a= c~=-a--.r~. any' SC~'i. s ~e -~c-a-v zea ~-~ :ae she--~- _ae c: ~~ 3_a_,.r ant Qn. '=p ==-sx~' _.. 3e 7~k q a:.d ~e Gd -...._~-a-Gn. L` ::ae _~~a"y z-as have .e szne -_..° _ =^=~=a-~, a. =he -~:a-y q's a.°_ ad=ec ^=_.-'w :a C~.Zn ~e G~_^.e3 Weak Q. q~ Qa T q3 T ~. TA s ?3 :. _° :tee =_..=--y z~°~s gave ~=e~= ~°s or _^_e.:.=a`icn, ~e ~„~,i_ ~ 3e __..=-p q's .:s be _~__~°? as _oTiocrs: (?) ~e rSa? G~se s t~e__ __ _ _=~ a=ez c.=~ _.e lca- aaz added ~ ~e ~^e= q^== =-~ =ae c~._e^ ?°ax q. =D _] ~~~ ~. 9Gme GLs es, ~.- r-~~ a {._~. ~•Ze 5~- ~ --~rZie ,. ° _ne -i^'~.' - --~ S ue_ dvcrs=ez= -mac T, I • !! O !Y b[~ YY tY YD~~~~Y ~~IJANU?.! r„4TIONAL M=TROD ICtSTRUCTIOPtS --~-- 0 O L 1000 900 800 700 600 500 _ ~ 400 m ~ 350 ° c ~ 300 ° ~ 250 J L ;, ~- 200 J i_ I50 100 Tc' -loo 90 80 70 60 E~50 0 U 35 m a m 0 30 m r m~25 c c ~ 20 ^~19 18 F~17 '~ f o o ~ IS X14 ~=13 c U c U E U G Tc s, 6 7 8 c 0 m 9 0 10 E 0 II-~LL m 12 ~ 14 ` l5 16 = f7 E 18~~ I9 ~~ 20 --- C 0 0 c 25 ° C KEY L=i-Tc-fC-Tc~ o 30 m EXAMPL=: E (1)L=550, N=5.O,K=Single Family(I/S Ac) 35 Development , Tc = 12_E min_ (2) L=550, N =5.0~, K =Commercial 40 Development , Tc = 9.7 min. Reference:8ibfiogrophy item No. 35. O flb~~ QS Hi/~® 1-}YDROLDGY TIIANUAL LIMITATIONS: I. Maximum length = I000~ 2 Maximum area = 10 Acres a H 0 ~~ Y o m ~ e F . G 300 ~ ~ s _ Z40 c o a, a a ~+ E ~ X00 - - eo ° 60 c ° 0 50 m ~ e 40 30 i o ° c ~ ~ 20 ~/~ °' m ~ a io ~ e 3 6 K Ai m ` ~ n 3 UndeveioaQd _ O Good Cover ( `~ Z Undereioped ~ Foir Cover O c 80 ~'S I V :5 Undereloced 0 ~ 3 ~Zl Poor Covor I o Z c Singie Famiiy_r~ m' (t/4 Acre) ~ m 6 Od-.a p~O~P V0N•• nNOn ~N0f0 •~pN 0a0•~a d N f N~ 0 0 0 P O~'^ d d N N d n N N ~~ O O O O P • S - ••^•••N NNNNN NNNN J p 0 J i a- a O O O= N N O f - e a O M O n 0 O N ~ d C O daNOO dN Nf rn NN-•• OOOO 0000 ~~ d O _ • • • • • • • • > N N N __ _ _ _ __ _ _ _ _a O W Z y e ~~ o c J W ~~ NO••00 ~Nr•f O Nd••OP ONVOO •^0 O N ONONO N N y <7 NNNNN nn~ n VVNNO O~•~.00 6 2 J - CZ f.i.. O T (1 W (~ 1V J W U Z Iff-nn _• Z w z 1Q I..Lr _Z 'Qy (1 i O 0 d N- N O r 0 N 0 f N N N n ONO P ^ O N N P N P 0 0 0 n d- N- O N- 0 N N e 0~ N f n N- O 0•• d f n N~ 0 0 0 ~ 0 d N a V S - ddNNr fVfnn IfNrl Afn nNNNN NNNNN N ~ o a o Z N C n O O N- n•• a n n n N O- N P P O N d P a O f O •~ ! -NO O N- O N N C O< N O f N O 0 O N f n N~ O O P O ri'^ d M f f n /•II N-- O P P O O O - W • • • • • • • • • • • • • • • • • • • • • • • C W • • • • • 1 ) a n n n n N N N N N N N N N ~ N W S 2 G J O N O < - W N r O 1 e N d~ e P - N 11 • N d~! P r d 6 O^ a^^ O N O N O N ONO M f '/ NNNN N n n o f N N d O ~•~ 0 0 C i GS 6 O P- P O ! 0 0 0 0 O N N O A 0 0 0 N d a P N~ r P- N O N ~•• f- Y O t N N N- p 0 d N a f 'IN ~- O P P 0 e d N N N N N O O O V O W - n n Ifn N NNN N N NNN N N O N C f P~ ~ O N 0 O N O d N P N d N•• 0 0 n. N O a r N P~ 6 O l ~ N n P e ~~ d d N N f f O e O P P O d d O • • • LL Y N • • • • • • • • • • • • • • • • • • V NNNN •• ~ 6 2 2 1 = N O _ _ J N d••!P O-Nnf Nd••0P ONE d! ONfdO ONONO NeNON N <~ NNNNN nl"I lfnll afNNd d~r00 2 _J -_ ` P !'ON-P ^PONN Nd0 Oa'N•~ NN pN - d N P d - O N a - O P O! ~ d d M a n r7 --- V O w Z n n n n n n N N NNN N N N N N Z U Q 7 N C C _ _ _ N ZW NM pNd~ pr ON,•1 Q O d N X 0 0 0 N a~ e P P! !!~~ ~ T • • • • • • • • • • • • • • • ~ W • . . • . . nnNNN NrvNN ~ 1 V S C 2 W O N 4 ~ O W V - W - Z r- O- N n a O N r d 0 O N N d~ 0 0 N d •~ O P • d! O N O N e N < N NNN N n n n~ n r a N N .e d-- O! _6 6 C Z Z ~ O Z C YIPO ONNOe a - i ~ NaN ~ca nn PONOO N-N'1e e< •-a . . n ~ n n n n NNN N N NNN N N N •• __~_ 7 O C a 0 ~- O d~ 0~ a n e r d P a O d n O r P V O O S 6 0 N n ~ d N N r O O O P P O d d d O LL - W • • • .J NNNNN ~ C W ` a t aN o _ W ~~ d•~OP N ~Nnf O Nd•'•OP O N r a e e N V d! ONO N e N O N ON N <~ ----- ----- NNNNN nnnnrl ffNNd d.. .-ee ¢_ ~- cz f'~ ~/ ~ ~ gi W E9 T~YDRD! ~5Y J~11AiYJAL STANDARD INTENSITY -DURATION CURVES DATA 1 O O P_ATc-D-4.1 (4 of 6I ~~ ~c ~, a J Y 0 o a ~ j~+i ~!1 ~~ ''!r 'v{ .h, ~.' ~ I 1).I t ~ i. /,, r rL y~'J / h I''~ _..... I. _.__ ___ ! I- ~~' fir. F~ G,~IU':r IN ' ,'I ~~~ _.!1 I. Vt dr!„ 1 ~!I~.~j ~l! .~vj,~ 1 y .~ 2 .h I ~)I. i.~... _r ~~ I ~ ry'' ~~1-'~~ 4~.{ 1-~, r (w r'~J 1"G) h.'J +: k i J TIK' ~•'~~ ' lu-j i a. J HI~ 3 . I .l_.r ~ 's J I Ir , S ~ ~ SI {. 2 ~ J~~ 'a-!~i r ~ • io• i II I 1 ' 1 O~. N ~ _-1~ {n{p 'p'{! :ar- 1?! ,\ayh 4'i_i l~.!t,i ,any~,W i ?• '~ ._ 4 I = U ~ i l In i l ~•'-.I r. ;. '~~V ~~ •$ rti'' vJ 4'I r Ja/! . .O ~:~ ul~ ~ 1 e r ~ 4 tJfZ ',~`, t ) li;lli. ~ {, 1 ,I ,~ A!.~,(\II rT y.1 ~ I. p !s ~In~°~~, m iJ, ~(~~ i W U ~ ~_ W ' I ^ I` •1 h f.: 1 b•ti' r1 ~ !J ',If~;~i1 I r. 1// ° r )7, i.• r 7 d~• ~ p IF I A !~ I o "I / ~1 f `r J ^".. 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G O H W ~ j T W a \ W O C~ G Q U 0 0 ~ _ I Q O O N 0 Q] f~ (D IfJ ~ M N O Ol m r (D f!] ~ M N r O r r r r r r r r r (.L~) H1d34 a ,O 7$ O GRAPHS O 7b -------------------------------------------------------------------------- :I'-iiFie'Jr'IF'IE'ir'k'iF'IF'N'iF'a"it#'M"IF'JF'lf")F')f'1E#dF'IE'St ~"k'k'/ciF'K'3.'iF'lE"Rio'Ir'IK~FiF'RBI"1E')FiEdf"X`~IF'IFiI"1r'IF•IrtiFiEiE'!.'?P'1'-stir {'.r'ir'Y."N"FiF?'1I'~')F A- HYDRAULIC ELEMENTS - I F'ROC;RAM PACk::AtiE (Ci Copyright 195:'-90 Ad~~anced Engineering So+tware (e.esi Ver. ~•.OA Release Date: ~ iU:90 Serial # '•°,a7 O Ane.iysis prepared by: haRS; LOWRY EIVGIidEEfiS AND F'LAtaNERS TE^iECULA . CAL I FORiV I :; TIME-DATE OF STUDY: iS:.-C ~, 6ii~9'i .-~:f;~F+:~~ra-n~t-~~,ti~~:-~~-r-o--~~~~ ~ DESLRiF'TIuPi IDF ETUD`r ire-rat-rr>~~~at~;=jr-z-~};r-kx>-~~r.- 4 LOW FLOW CHANNEL CAMF'OS 'JERDE DETENTION Si=iSIN * iaOF:MAL DEPTH Ci-'iLCULFIT 1 uiVS i-'R"~Fii",: zti r. ~-*it iE.}'~~:"ItIY"k'IF'IF'iY#~ ~=-IF'1-iF ~'k"}i["k'T a.°'-tt"k'k J: -I'?t'IFir l'R'>t'1'Ir'i~'k-Yc'Y.'.}~F'Y'F'~YC'R '!'k i-'~ ii['ic'R'A-}-.._a}'T =r r. ib ~ ti<ir#~#~iirir#~L#-X--Yc it iriF~~l ir#-ir~i#~-Y#-it-fiF#-TZit--iEiri:.-.~.'.F3E-leiF#iFiF-iFit~iE#s. i.~',FiE4 ##i~i. ~-;E#~~?-~~r. i'-iF CHANNEL I iaF'UT I i'aFORMAT I Ohi< ::.:::.:::.::: CHANhiEL Zi!HGRIZOhdTFiL!'.'E=:TICALi = :~.'-i~+ Z~!HORIZOtaTALivERTICALi = '.~),i 3ASEu1IDTH!FEETi = S.vO COiaS f Ata 1 GF-iAtaNEL aLOr-'t (~' a I ! r th I) _ ~>f )v[ 1!>i 1 n UfaIFORi'9 FLOW!CFS) _ ~95.9~. ~/ MANNIiaGS FRICTION FACTOR = .US~:U raGRMAt_-1JEPTH FLOW I IVFORMA I iON: iJURi`il=iL iIEF' I H ! FEE I i = -. ;~ FLOW TOF'-WIDTHiFEETi = _~+.av FLOW r=±REA{SQUARE FEET:. = S1. vi i-t'r~>RAUL,IC DEF'THFEETi = _._~ FLOW A'JEF:AGE 'JELOCIT'f !FEET!`SEC. / = a. ~i~, ~_!PaIFORri~ FROLiDE NLIhiBER = . c9°°' PiiE;~SURE + MOMEN I UF1 ': F'GJNDg i = i C:~59. '~'8 A`a'ERAi3ED VELOGiTY FIEADIrGtT1 = .JO'=j SPECIFIC ENERG'YiFEETi = =+.~'+% CRITICAL-DEPTH FLOW iNFi;~RriATION: ~=RITICAL FLOW TOP'-WIDtH!FEETi = ?i;.41 CFITICAL FLOW I~REF+(S~!UI=RE FEET? = 6i.4S CRITICAL FL04i HYDF:AULIC DEPTH (FEETi = ~. ~+ CF:'I I ICAL. FLOuJ A'JERiHC;E VE'LOCi I Y lrEc1 /~tL:. / _ ~.U% CRITICAL DEPTH(FEETi = ~.~C~ CRITICAL FLOW PRESSURE + MCJhiEPaTUM(POUNUSi = i~b98.S~ r;t.'ERALiED CRITICAL FLOW ~'ELOCIT'! HEAD!FEETi = Lill CRITICAL FLOW SPECIFIC EhaERGY(FEETi = ~J.~i< O 7S S'ffJTHETIC UNIT HYUROGRHPH -HU . JUN o, 1991, ':36 FM PH~6c _ O ~ LOT d GETEN INFLOW 10:lYP 3HR UNIT GRHPH UNIT TIME 10 CMIN? LHG TIME .5.9 [M!N? HREH ^_ .5?~ t8C MI? INPUT S-CURVE: VHL LEY UNIT TIME TIME IN PCT ~JF !.^!C?Ei9ENT i=L UM:T PERIOD FCT CF LHG CIS'CHHRGc ?T D[SCHH P.~=c GP.APH _ 75 - 11, , .7 2G.. 444 _^6 - 195 74._ 9.0 150 ^_34 - ^_73 83 .- -._ 68 8 273 - _"__ 80.. _ .. °_'; 9 312 - 351 89.3 ^.~ 0 10 3°1 - 390 91 .. '_'0 == ],1 3UIJ - 429 92.9 _.G ~~`. 12 429 - 40~ 9c.' ?" 1. ~~i- _ .-_ o.- 1.0 _. 1c 585 - c'?4 '?~.'- .9 13 1: 0^_4 - co3 95.3 .4 7 18 ~: - 702 ''?8 .. .4 19 70'2 - ,41 99.1 .4 ~0 780 741 99.c .3 5 O 21 _ 79C 819 99.5 .4 ^_2 819 - 858 100.0 -2 3 SYNTHETIC UNIT H"CROGRFPH THU , JUf+ 6, 1991, ^_:3c PM FHGE 2 LDT o 6ETEN I NF'_OW 1 C O'; R '!-P EFF=CTIvE iiNIT TIME 10 :i9IPU STORM - CHRi ADJ FOINT RHIN 1.85 :IN% R,H f NFHLL INPUT ~~_UW L0_~S RA-i F 90 iFrTl MH; : '_O55 RHTE .lo :;N,,'HP.) UNIT TIME FATTER'J UNIT Ri-'irl L']'3_ iii=+rE EFF=CTIVE RHIN PERIOD FERC_NT i hlCH: HOUR [ ."~L~ ~ HOUR INCH/tiC~UR 1 2-b .__ .1~ .'13 _ _.c .'_'9 .10 13 ? _.3 .?. .10 .?_ 4 :.: ._. .lo .'_'1 _ _ z _ 1. ^1 J _ =+ -Jv - i0 ~~ 4.4 a .10 - .33 8 4.2 .47 .-o .31 9 ~-3 .59 .ia .43 10 5.1 .5;' .lc .41 11 0.4 ~~ id .SS 1' 5.9 .05 .16 .49 13 . _+ . 81 . 16 . 6 5 O G 1.-1 1.5' .l0 1.41 73 16 14.1 1.57 . 10 1.41 17 ^.9 .42 . 16 .20 13 2,4 .2-' - . 16 .11 S'fhITHET I C L 1h1 [ T HY' OROGPAPH ~HU , JUN 0 , 19Y 1 . 1:36 F'M PAGE 3 LOC e DETEFI INFLOCJ lUUYR 3HP. UN[T GRAPH UNIT TIME lU (19Ih1! LAG 1"IME 25.Y (MIhU HkEA 2.578 c tJ MI! INPUT S-CUPUE: UALLE`i EFFECTIVE UNIT TIME 10 (MIN! Sl'ORM 3 (HR1 AUJ POINT RAIN 1.85 t1N! P,A [ hIFaLL IhIP1JT LULJ LOSS RN fE '?U ( PCT! MA:i LO55 P.A (E . 10 '. lhl:'HF:'! H'iDP.06RAPH STORiN1~ E NAME CLT010U3 I IJN IT GRAPH 71j •27g :s.-.4 "91 1 '^U 45 68 SU 40 i.{ '27 '22 ~U 17 12 !3 5 Z Uh71 !" TIME ~fO CAI_ EF~E~_T Il1E RI itJUFF '!OLUME INCREMEFITAL _ " PERIUO TIME RA[N CFS aCRE FT V0l,t.n7E 1 10 .13 9.09 .125 .125 '~ 2U .13 45.18 .747 .622 3 3U .21 1U;.4R _.242 1.494 ' 4 4U .'_'I_ 158.53 4.503 '?.321 5 5U .'1 "_'3.50 ,.041 3.U7R 6 1 UU .22 259.89 11.220 3.578 " 1 lU .33 291.,7° 15.229 4.010 9 1 2U .31 339.75 19.895 4.660 1 311 .u3 -u(IS,un '25.460 5.04 117 1 417 .41 4n:j.93 31.917 6.45N 'll 1 5U .55 544.5; 39.418 7.501 12 '~ 17(1 .49 rJ 19. VJ 47.94; 9.5'1 C. 13 '~ 117 .05 6°9.51 57.564 9.621 14 2 ^4 ..."; %52.92 08.348 LU.R:+ 15 2 SU 1.41 9!^O.oo !31.443 13.U9c 10 _ 49 1.41 124x. 9a '?x.591 1?.149 17 2 5P .26 151i.1Ja 119.501 20.910 18 3 UU ' .11 1410.25 13'?.009 19.509 19 3 10 9R<.31 152.53° 13.530 20 3 2U 034.13 161.27=1 8.735 21 3 39 •+31.53 io'.'218 5-9=14 •22 3 4U 315.17 1,1.55') 4.341 •~3 3 SU 243,44 1:4.912 3.353 24 4 UU 196.71 1?:.621 2. '1U 25 4 10 '160.41 17°.831 2.'210 2b 4 2U 131.88 191.647 1.910 27 4 30 109.90 183.1b`L 1.515 2'~ 4 49 92. v11 1:34.440 1.279 29 4 5ii 74.98 185.473 L.033 j1j 5 OU 61.36 180.318 .845 31 5 1U. 44.97 197.006 .088 ~~, c, •~IJ 37.01 187.516 .510 33 5 3U 31.79 19:%.954 .438 I 34 5 4u 26.22 188.315 .361 ' 35 I 5 SU 21.47 18 .611 .'290 36 6 170 16.11] 188.833 .2'22 37 6 10 6.97 188.929 .096 38 0 2U 1.69 188.951 .022 39 6 3U .37 188.950 .OUS O O O 7~ RE.E."'iVOIF. ROUTING PROGRAM TUE, JUL 0, 1991. ::02 FM F~iGc _ O LOT oDETENTION 100'YP. 3HR STORM CONTROL CY] ROUTING C OMPUTATIONS C I SAVED ROUTING FILE ID - Ch1J MAXIMUM W ATER SURFACE ONLY CN] RATING TA BLE COMPUTATIONS ILT6100?- ] INPUT HYDROGRAFH FIL= iD CYi DRAIN RE- ERVOIR STOP F.OUTiNG 20.0 F7 ecLOLJ MAX ` MUM WATER SUP.FACE CRA f f-1 OPTION PP. I NT ! hICRE`1EMT . !J OUTLET RATING CLRVE iil L'REi9ENT _ .0 ~ RESci<VOiR STOP.AGE TA^cL3: li EhITRL B 61.a .0 02.0 _ 0-.] .- oa.~l .'? 03.0 "._ ' 717 . 'J -.. i ?3 . i . , - . ~ .'v . IJ 77 .:] -~' IJ . ^'~ . J +O . . su.a 6~.2 RESERVOIR START= .'J ACRE FT, S?eL_:Jr+r =LE~J= .0 FT OUTL=? PIPE D I5!:HARGE TA6LE ^'- E?-I TR I== 61.c .0 02.9 100.17 6: .' 300.3 8~.3 JO0.0 e4.9 x00.0 ~ e5.4 500.0 65.7 50.0 05.9 600.0 60.1 650.0 60.4 :'00.0 ao.e -S~J.o X7.0 ~on.o ~9.o 32s.0 o.s a5o.a 71.0 975.0 71.° 900.0 -^.9 9^'2-5.0 .... '?75.0 74.5 1000.17 77.2 1050.0 80.0 1100.0 O F.ESEP.VO I R F.OUT I hIG PROGP,AM TUE , JUL . 0 , 1991 . .: 02 PM PAGE 2 LOT 6DETENTIGt•1 10:JYP. 3H' STORM . UNIT TIME TD AMOUNT UNIT S+O(DT)%2 OUTFLOW OUTFLOL•J S- 0(DT)%2 WATER TIME EhID OF INFLOW INF~_OW (ACP.E FT) RATE VOLUME CACRE FT) SURFAC PER IOD (CPS) ( ACRE FT) (CPS' (ACRE FT) SLEVAT?:- 1 9.08 .13 .0!J .0 .00 .0'0 01-~ ^ 0 .5.19 . .62 13 i4.0 .30 -. 09 61.9 •10 9.4:3 ^u 1 , µ': 5. „_ . - , ^ 4 0 lvv.5. _'.J~ _.lo :.a5. _.1]'J .~-+ ~ O 1 ,G7 _ i I]J_ 4. '~ 7, ''27:_'p .7'] -_, 55 q4._ _ ^'. :_ =- 7.50 ,.Oo ='9_.4 ~. --• 'J °''- 13 ^ 01~ .93 °.. _ ,.30 570.•+ ..o -_ . a0 ~`-' ! 13 _ c?3.51 ::?.0' 5.4.. 0:9.5 :3.. = -5.3. 65. 14 _ _,52 +" i0 ~~ ~ .T~ ?33._ ?.•?6 -'J.bO 0n.c ~_ 2 950.cc 13_I]c -,t•? .-. .5 10.?1 -, .59 c:._ l0 2 1244.?9 17.15 ?.71 1 3^_9.0 1i.4: -i.9^_ ~?._ ~ t? _ 1519.!i0 ^_0.9i 15,^= 997.9 12.37 ^_.80 ~ -.- ~ i9 ~ 141=.25 19.5_ ^3.., c%?,5 t3,~,1 10. a =• 1'? x•32.31 .53 1: •_':'.97 1:]05.'_' _. .95 16.0. 7-+.`± _ 3a OJ4. 1J rt p.7~1 '29.55 117 oCi.. iJ.9, I5 ,q 74 '2 '1 T -iii S2 5 J4 24. 4C. .4 1..4~_ i!J. 22 _ 315.1? 4.34 16.9u 90°._ 12.5'2 ,. n1 23 3 23 . ,4 3 . 3- 3 . 70 :21. 0 11. ? 1 -^_ . 55 6:' • - '24 s 1°0. 1 2.?1 .80 96.0 i.:'2 -.52 ;~ 25 4 160.41 '.21 _. 1`? 2?=.~ 3. T, - .58 20 4 131.98 1.92 .63 73.1 1.01 -.38 2? 4 109.90 i.51 1.4_ 132.3 '2.52 -1.03 63,0 ^_8 4 x2.80 1.^_y .~±3 50.6 .70 -.^_e 02 3 ^_S 4 74.99 !.0. i. 0'? 125.- 1.73 -.?1 6; ;~ 30 5 61.36 .9° .~'_ 3;'.4 .52 -.1P o2.i 31 - ~'?... .c? .~^ 7c ? 1.0= -•3c 62.0 3. 5 31.79 .wd .33 38.7 .55 -.20 ~~.1 _~ - 20.2. .30 ._'4 ^_-'.0 .:9 -.1A g^_.u 9 21.4? .30 .2^_ ^_5.- .35 -.13 a1.p 30 0 _...1J ."? .10 19.1 .26 -.10 01.3 .3 6 1.cU .02 .172 _.- .0. -.U1 0~._ J~' .3? .01 J1 1.. .OS -.01 G_... w0 0 .00 .00 .90 .0 .00 .00 6?.~ c Tu`.A~ DF.AINflGc TIM£ O O 72 O DETEPdTIOId BASIFd PERFORiViANCE O O 78 .O PAGE :, gATER SURFACE PROFILE LISTING CANPDS VERDE DETENTION bASiN OUTLET 6Dk CUL4tRT R78-D9U.1D3 Pd6 i-3D-vl DOUDLE Sig RCIi STAiIDN ItiVEkT DEPTH +i. s. D '.'EL ':E! EHERDY SUPEk CRITICAL HOT/ RASEi TL Nu AV&PR ELEi OF FLDN E!Ep HEAD GRD.EL. ELE'd DEPTH DIA ID NG. PIe7i L;ELEN SD SF AVE HF NURM uEPTH 1N }}tfittt}f}ff}kff}}}Fft}tttttttftF}}}}}ttt}f}4tttf}}}tt}If}t}tt}+}tfi}}}tt}t}ft}ttf}t}Ft}ff{}}}t}t}ttf}}}}#{}f t}}t}}}}}}tti+tt}f}f ;7DA.D1 ol. bD 13.1°. 7-0.79 1DDJ.2 I:.ID ~.27 77.D7 .JD 4.54 ~.tiD ?6.67 .DD D .DU O 6Q O PAGE :; NATEA SUkFAC'c PkDFILE LISTING CANPOS MADE DETENTION BASIN OUriET 6Ut CULVERT 478-696.103 PJ6 7vU-91 D6UbLE 8Y5 RC8 STATION iHVERT uErTH N.s'. u VEL VEL ENE88r SUPER CkITICAI H6Ti 8AsE/ iL ND AVBPk tLFi' DF FLBN ELEV HEAD BRO.EL. 1eV DEPTH OIA ID N0. PIE'r. LiELEN SU SF AVE HF NGAN DEPTH Zk 4ftttf{t}}}ttftttf}ttftttttt}tffttt#it}}tftt}{tttttttitt}i}tttfftttttftttttftttttf}}tftt}tttftttft}{tftf}ftti+tt}}ttftttit}ttttttt !d'"64.48 43.15 ;. di 47..E I0"/.0 14.5 ~.4~ 50. b4 .00 4.6; S.Od '.'d.bi .00 .b~ x1.02 .uue44 .uub24 .J2 J.75 .vu 1136.ud -03.55 A.27 47.55 - 1:07.0 1;. 14 3.11 5U, 96 .OU 4.54 5.00 2d.u7 .00 1 .ol JUNCT 5Tk .045u7 .66665 .01 .OG il:,r,ac a3.:,9 n.14 47.73 1:44.3 14.46 3. z6 ,O.Y9 .uu 4. a: a.w .v.cl .uu .e/ 6.b6 .66904 .Uu519 .4-0 3. b2 .Ui: !1;;.16 43.65 4.16 47.63 12iIG.2 i4.37 3.2i 51.03 ,UO 4.82 S.OV 2U. b7 .Od i .b7 O _b.b3 .UU9i14 .Od~/5 .15 3.52 .Oi~ 1174,14 43.54 4.36 48.27 1'[40.2 13.70 '. 9z 51.19 .dU 4.82 S. UO 24.67 .4U 1 .67 12.55 .Oir90-0 .66565 .ob 3.52 .d0 1153.63 44.61 4.59 46.64 1206.2 13,Ob 2.65 51.%5 ,00 4.82 5.00 24.b7 .40 i .67 3,b4 .di194; .4444; .U2 3.b2 .00 1167.21 4;.04 ~• 4.52 46.8b 1200.2 12,45 2.41 51.21 .00 ;.52 5.00 20.'0% .Od 1 .u7 JUNCT STk .60622 .0446; .i2 .Oo 1211.38 4;.19 5.4Y 49.b5 1100.2 11.118 L 'a0 51.56 .00 4.55 5.')U 26.67 .00 i .6t IfIJ. b(1 .UU'r 7R .U~~JSJ 1. Ui 4.JU .UU 1:9a.u4 45. un a. ea au. t4 IlUU.2 II, l15 I. YU J:. ~Y .uu 4aa S.Ou 2u.b7 .uu I .b. 96.65 .Oi~48f .'16553 .54 4.25 .Uii ]493.12 45.5-0 5.8. SI,JI 1160.2 SL 46 1. r0 53.;7 .OV 4.55 5.04 26.67 .OO i .ti7 JUNCT STk .[6445 .CU5U7 7.05 .OU 2862.8"i 52 42 5.47 58.54 16'05.2 1o. i4 1.59 sd.48 .u0 4.28 S.OU 2U.b7 AU 1 .67 O 1.1; .00292 .i:i~i62 .06 4.82 .Oi~ 6~ 'rpSE O EATER SURFACE PROFILE LISTING CAwPDS VER-E -ETENTI-li BASIN -UTLET B-T CULVERT R76-09U.1u3 PJ6 7-SU-41 --U6LE BS5 AC6 BTAii-N INVEA7 oEPiN N.S. u vE1 'JEL EN-eAG'r SUPER CRi7iCAL HGT; BASSI 1L N- AVBPR E 'cV uF FLDA ELE4 NEAa GRD.EL. E!iV DEPiN uIA [0 NU. PIER tjE,_M 5- BF AVE NF N-kN DEPTH tR tft{{ttt}{}#tftt}t{{tt}t}}4ftt}}#tt{}f}#}fttt{{}ttt}tt}f}fttt{{{{t}}{ttttftt}}t{t}{ft{{f{ttfttttt}#t}}{ttttfi-F{f ttt}t{}{f}}ttttf i-k 2'90G.OU 5:.47 6.50 56.;7 !005.2 i0.i0 1.54 au.:,a .uv 4.26 S.UU 2u,67 .oU 1 .67 TRANS S7R .00500 .00634 .13 •Oi~ 2420.uU J!. 51 a.61 JH.3H 1005.2 12.64 2.46 u0.6b .UO 4.47 ' 5.00 ib.bT .u0 1 .bi 45.42 .00475 .U06Ub .34 5.00 .OU 2968.42 52.60 5.47 58.77 1005.2 12.64 2.46 61.25 .GU 4."vl 5.00 16.67 .UO ? .67 207.06 ,00473 .00506 1.67 4.'ib .00 3175.50 S.B2 b.67 6u.ti4 1005.2 12. b4 2.46 b3.li .UO 4.47 S.Uii lb.b7 .uU i .ti7 207.15 .0049? .00506 1.67 4.96 .00 ^ 3362 85 54.64 7.52 62.36 1005.2 12.64 2.46 b4.64 ,UO 4.47 S.UO 16. ti7 .00 1 (~,/l 216.55 .00494 .OU60b 1.74 4.46 .OU 3544.18 55.41 6.5ti 64.47 1005.2 i2 64 2.48 tib.v6 .OU 4.47 5.00 16.67 .UU i .bl 66.37 .00452 .00506 .~:, 5.00 .UU 3db5.S 56.23 ,6.76 bJ.u: IOOa.2 12.ti4 2.45 67, 4v ,Uv 4.47 S.UU 16. b7 .6U 1 .bi 236.45 .00445 .00606 1.92 4.45 .UO 3404.00 57.41 4.91 b7.32 1005.2 12.b4 2.46 b'i. BU .00 4.47 5.00 2ti. a7 .UO ! .ol ba3.42 .00515 .OU6u6 5.35 4.56 •Ol~ 4567.42 60.63 1!.33 72.66 1005.2 12.64 Z 46 75.14 .00 4.47 S.Uv 16.67 .!~u i .ti7 6a,Jo .OuS:,e .uuaus .Sa 4.74 •'OV 4635.72 61.21 12.36 73.51 1005.2 12.ti4 2.46 76.05 .UU 4.47 5.00 16.67 .UU i .67 66.30 .00571 .00606 .55 4.64 .00 47i~4.02 61.oU 12.56 74.96 1005.2 1:'.64 2.46 Jti,4b .00 4.47 S.UO 16. b7 .OU 1 .a'. NALL ENTRANCE 'OO O 6~ O PAaE i DATEk BUkFACE PkUFiL'c LISTiHB CANPDB VERDE DEiENTIGH BASIN DUTti-f bUk CULVEkT k78-u4U.lU3 Pdh ?-30-91 DUURLE 61:, kCB STAiIUN IHVEkT DEPTH N.S. y VEL TEL EHEkBY BUPEk BkiP.CAL HBTi BA'sEi iL ND AVFPk E!.EV DF r Uk ELEV HEAD akU.E!. ELJ UEPTn DIA iU Nu. PIER !;ELEN Su SF AVE HF NukH DEPTH ik }}}tt{}tt{t}t{{t}t}}}}{tft}ttt}t}t{{{t{ttf{}t{{t}}f{f}}tti}f{f{}tf}t}H}ti}tf{{t}{{}}+f}f}}}tf{#tt}t}}{ft{}{}{}t}ttf{f}t{i }{t}}#}t JV•ub J9. 4Y J. JJ '1J. U-0 117t.s 1..76 _. ,. 45.4Y .00 3.97 o. UU ia.6i .OU U .UU HALL E:iIT .~iU ~U.06 34.44 3.66 43.17 1276.3 L2 3a 2.3a 45.7:, .00 4.01 S. CD 2a.b7 .CO 1 .67 NALL E:iIT .00 25u.06 39.49 3.6a -03.17 1?76.3 12.3a 2.38 45.55 .OG 4.01 5. U0 2a.b7 .0u ! .57 52.11 .Du-02U .aa2/. .22 3.sa .oD 302. Si 39.71 3.ti8 43.39 127b.3 12.3a 2.3a -05. ?7 .OU 4.01 S.UU 2a. b7 .UO 1 .67 O 171.51 .00420 .Ui~41a .72 3. ca .dig -073.bb 4V.43 3.70 44.13 1276.3 12.33 z.sti 46.49 .Ui~ 4.01 5.00 28.ti7 ./iU i .6i .uU .uU420 .00415 .Uu 3.6a .00 473.56 40.43 3.70 44. i3 1276.3 12.33 2.36 -0b.4Y .OU 4.01 5.00 Zb.67 .UO I .b7 12!.91 .Ui~4ff .Uiu4c .4a 3.69 .OU 595.54 40.94 3.az 44.76 1276.3 11.9'" 2.21 46.4% .00 4.O1 5.00 28. b7 .UO I .07 21.-01 .00419 .Uu35 .Ca 3.b9 •~0 b1ZC0 -01.03 4.01 45.04 127ti.3 i1.3u 2.01 47.05 .00 -0.Oi S.OC 28.6? .00 1 .67 JUHCT STR .00445 .~iU26a .U! .Oi~ 614.25 41.0-0 4. b3 45.6' 123;.4 9.55 1. -02 47.09 .00 3.4 5.00 2a.67 .00 1 .6T 3.?9 .00404 .002117 .O1 3.b4 .0U b23.04 41.Ub 4.61 45.67 iz37.4 9.59 f.43 4%.09 .Ui~ J.YS S.Oo 2a.b7 .i~0 i .67 HYDRAULIC UUNP .OU n23.o4 41.Oa 3.32 44.J/ 1[s/.4 l:,.3. 2.7a 4/.13 .0v S.4J S. On 2e.o7 .Ou 1 .e7 O 44.79 .OWu9 .uu577 .[5 3.64 .Ou ~Y PARE O dAIER BURFACE PRBhILE LI9TIN6 CAMP69 VEkBE UETENTiUN 8A6[N uUTLET 80Y CULVEkT k78-040.103 PJ8 7-30-41 U6U8LE 8X5 RC6 9TAii0N INVERT UErTH d. s'. u VET VET ENERBY 9UFEk CkITICAL k6T,•' 8A9i:.% IL Nu AVBPk ELE'V Of FLBtl E~4 RE4U ck'u. E!. EiEJ 8E'rTN OiA IU Nu. Pi Eh iiELEn SU 6P AVE NP N6k:^. 6ErTN ZR }}{}}}}#ffff}f}f}t}f}f}}f4{t}{{f ff F#}f}}}}}{}f}}}}}}}ff}{}}}}}+f}f#ff}}ffff}f}ff}tf{{f}f}f{}f{f}}}fff}{{}ffff}ff}}}ff}{ff{ffffff}} 667.92 41.24 3.23. 44.47 121.4 13.x8 2.41 47.38 .dv 3.93 5.00 26.67 .0v i .67 66.47 .uv4U4 .oU62U .41 3.64 .U0 134.15 41.]1 :. un 44.JY ?[.,r .4 I4.:,:, s. [u 47.75 .OO J. 4r ~ J. oo 2a. o/ .uu 1 .bl .uU .u0409 .00663 .U0 3.54 .6U 734.24 41.51 3.~i6 44.59 1237.4 14.;5 3.2is 47.74 .00 3.43 S.Ud 26.67 .t"w t .67 45.84 .00425 .40644 .32 3.59 .u0 760.13 41.71 3.47 44.ti6 ILJL a :4. ea a.43 46.11 .UU 3.43 S.OU 28.67 .i~0 1 .b7 56.27 .uU426 Ari764 .44 3.59 .UU 836.41 41.44 2.84 44.76 1237.4 15.58 3.Ir 48.55 .UO 3.93 S. UU 2E.67 .l~U 1 50.82 .00426 .011904 .4b 3.59 .'iU 887.23 4`[,15 2.70 44.67 1'37.4 16.34 4.15 49.02 .0U 3.93 S.UU 26.67 .00 1 .b7 46.61 .00426 .01046 .44 3.5"r .0U 433.84 42.36 .'x.58 44.44 1237.4 17. i4 4.57 49.50 .uU 3.93 ~.UU 26.61 .OU 1 .67 dUNCT 6Tk .0U45's .'10764 .31 .Uu 973.58 42.54 4.84 47.34 121 U.2 12.49 2.42 44.61 .0U 4.84 7. DU 2U.al .00 1 .67 TRANa" STk .00071 .UU 987.56 42.~;r 4.16 46.71 12fU.2 14.54 3.28 50.00 .OU 4.84 5.04 20.6 .OU I .a7 42.42 .00606 .00639 .54 4.Y .UU 1060.00 43.11 4.1Y 47.22 1210.2 14.72 3.37 5US4 .VU 4.84 S.OU 20.67 .UO 1 .67 dUNCT 6Tk .00667 .00659 .01 .UO 1061.50 43.12 4.06 47.16 1207.0 14.66 3.43 5U.b1 .OU 4.64 S.OO 2ri.67 .riU 1 .67 3.48 .00644 .00667 .ill 3.73 .OU O 6b -0 O O PATER SUkPACE PkUPILE -ELEMENT CAk6 LISTING EL~IiENT N6 12 IS A NEAGH f f f Ui5 DATA STATi6N INVERT SECT N 1130.46 43.56 1 .014 ELEMENT NU 13 IS A JUNCTiUN + + + + + Ui6 DATA STA116N INVEki 6EC1 LAT-! LAT-: N fl3 1137.56 ',3.59 l 5 ii .014 0.6 ELEMENT Nfl 14 IS A kEACN E + + Uis 6ATA STA7iuN iNVEkT SECT N !167.27 44.04 I .i~id ELEMENT NU IS IS A J6NCTIuN + + f F + I11S DATA STATiDN IxVEkT s'ECT LAT-! LAi-2 N fl3 t_11.J6 44. t9 1 lU u .ui4 100.0 ELEMENT NU 10 iS A kEACH + + + Ur5 6ATAsTAT16N INVEki s'ECT N 1395. G» 45.00 1 .014 ELEMENT N6 I7 IS A 6EACH + + + U1S uATA STATION INVEki SECT N 14YJ.ii 4J.:,4 i .u!4 ELEMENT HD 16 15 A dUNCTI6N + + + + + UIS 6ATA STATIUN INVEki SECT LAT-1 LAT ~ Ii fl3 2562 67 52.42 I f0 0 .u14 95.4 ELEMENT N6 19 IS A REACk + + + 075 ]ATA STATi6N iNVEkT s'ECT N 2900.00 5247 1 .Ui4 ELEMENT Nu 20 ]S A TAANSIIIDN + + + U/5 6ATA STATIUN INVEki SECT N 2920.06 525-r 9 .014 tLLM'cNT ND 2i IS A NEeCH f f + Uis DATA STATiuN INVEki SECT N 2506.42 52.66 9 .014 PAGE N6 kADNS ANGLE AN8 PT NAN H .uU .~ii~ .OU u + + fl4 INVEki-3 INVE6i-4 PHI ~ FHi A .0 ?4.:,J .U6 45.Oir .00 kADIUS ANGLE AN6 PT MAN fi .Ui~ .OG .Oa U ~ + F ga IN4'EkT-3 IN9EkT-4 FNi ~ PHI 4 .U 9J.UU •UU 4J. VU .UU kADIUE ANtiLE ANti PI MAii H .Ui~ .00 .OU 0 kADiUS ANSLE AN6 PF MAN N .UO 11.20 .UU U { f fl4 INVfkT-3 INVEki-4 PNi 3 PHI 4 .U 5'x.46 .i~U 45.Oi~ .60 kAUiUS ANGLE AN6 FT MAN H .ui: .i'6 .u0 U kADIUE ANGLE AN6 Pi MAN H .OU .i~i~ .UO 6 ~3 RAGE NO O iIATEk SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 22 IS A REACH + + f UrS -ATA STATION VERT IN SECT N RADIOS ANGLE AN6 "rT XAN H 311S.~O G 53. a2 Y •ul4 .VU 'iJ.7U •~'~ E~~BfIiT R- 23 i5 A RETCH + f t ij/S DnTA STATT-N INVERT SECT N RADIUS ANGLE ANG PI MAN H 3352.45 5d.8A 9 .014 .Oi~ .dU .uo 'i EL'cMENi NO 2d Is' A kcACH t + + US -ATA STAT1-N iNVEkT SECT N RA-lU5 ANGLE ANGrT MAN k 3599.18 5.91 9 .014 .VU 49. du .Gu 0 t1EMEHT NO 25 IS A REACH f t + UJS RATA STATION FNVERT SECT N RADIUS AN6Lf ANG Pi MAW H 3bd5.~a 5b.23 9 .Ui4 .UU .iiU .UU v ELEMENT H- 26 IS A REACH + t f U'S -ATA s'TATI-N INVERT SECT N RADIUS ANGLE AN6 PT MAN H 3404.00 57.4E 9 .014 .OU 54.60 .00 U P GMENT N- 27 1S A kEACH t t + UiS DATA 'STATION INVERT SECT N RAGIUS ANGLE AH8 Pi MAN H 4547.42 60.8:, 9 .014 .00 .00 .UU y1 ( ~ E ENfNi Wu 28 IS A RE.§CH t f t \~ UiS -ATA STATiOti ItiVEkT SfCi N RAGIUS ANGLE ANG PT MAW N 4635.72 61.21 9 .014 .VU 4u.7U .UU 0 E! EMEiii iiO 24 IS A kEACH t t + UiS -ATA STATIOR iNVEkT SECT N RABiiSS AtiBLE AN6 PT tiAN H 4704.02 61.40 9 .Oi4 .od 4b.70 .00 U ELMfNi NO 30 IS A ~kALi E}iTkANCE + Uis' -ATAsTATiDti ItiVERT SECT PF 4704.02 61.40 5 .500 ELEMEIiT MU 31 IS A SiSTEM HEADWGkt:S + t U7S -ATA STATION INVERT S'fCT N S t!tV 4704.02 61.du 4 .00 NO cItIT EkkORS ENCOUHTERtu-C-MPUTATIDti IS NOtI 5f61 NNIM6 ff RAkiiitiG NO. 2 tf - :ATEk S-kPACE ELEVATION GIVE N IS LE=_S THAN Ok E-UALs' INVERT ELf'1ATION Iti HUkr'-S, W.S.fLEV = INV + DC O 6¢ -o O O HEAUIN6 LINE ND 1 IS - kEFDiNS LiiiE n0 : IS - NEADINB LIRE NO 3 IS - NpTEk SUkfFCE PkUFILE - TITLE CAkD LiSTINS CAMruS 'lEkDE Di-,ENTiON bASiN OUTLET BOX CULVEkT kTb-u9U.i03 PJb i-3i~-t1 OOObLE SXS ki:b PNbE !i0 i 6~ MADE NO O HATEk SURFACE PfiOFILE - ELFAEHT CAP.D LiSTIHS 1EHEHT HD f IS A SYSTEH OUTLET r r t U!S DATA STATION INVEkT s'ECT H s' ELEV 2-aU.Ub 34.44 3 43.70 E!EHENT NO Z [S A HALL EXIT ~ + Ut5 DATA STAiiDH INVEkT SECT 25U.U6 39.49 2 ELEHENi HD 3 1S A REACN + + r N/S DATA S'TAI10H INVERT 'BELT N kAUII1S ANGLE ARo M' HAN ti 4T,.68 40.43 2 .014 .Vii .VU .00 0 t1EHEHT HD 4 IS A REACH r + r Uts DATA STATION INVERT s'ECT N kADiUS ANGLE AH6 'ri HAN H 617. U0 42.U3 i .014 .UiI S.2U .OU U ELEHENT NO :, IS A JUNCTION r r + r r r r U/S DATA STAi1Gti INVEkT SECT Lni-1 LAi ~ N O3 fl4 INVERT-~ INVERT-4 PHI :+ PHI 4 019.25 41. u4 2 7 U .ut4 36.9 .U gl. J.l .IIU 4J. UU .UU ELEHEHT NO b IS A kEACH r + + Uf5 DATA STATION INVERT SECT N RADIUS ANGLE AHS PT HAN H 734.:9 41.51 2 .i~i4 .UG b.7U .i~U O ELEHEHT ND 7 15 A REACH r 4 + UiS DATA s'TATION INVERT SECT N nAUIllS AM6LE AHti PT fiAH H 9,ia.R4 42.3b .0l4 .UQ .Oo .Ou 0 ELEXENT MD D IS A JUNCTION r r + r + + r U/S DATA STATIDH INVERT SECT LAT-1 LAi-2 H fl-s fl4 INVERT-3 INVERT-4 PHi 3 Pf11 4 97J.:,tl 4[.54 1 5 U .0td L:.. .v 4J. U4 .UU 45.UU .uU ELEHENT ND 4 IS A ~icANSITION E E + Ui's DATA 'sTATIOII INVERT SECT N Y07.58 4i.SJ 1 .UI4 ELFJIEHi HG iU is A kEACH + + r Ors DATA STATIGti INVERT SECT N RAUiUS AHE!E ANS PT YAN H IORU.Uu 4s.ll 1 .UI4 Au .uo .uu U E~EHENT NU 11 IS A JUNCTION r r r r + r r U/S DATA STATIDH INVERT s'ECT LAT-1 LAi-2 N fl3 D; INVERT-3 InVERT-4 PHI 3 PHI 4 lutll.au 4.12 1 u .Ut-0 v.L .n 44.09 .uu 4a.0u .uv O 62 O ;TDBN DNAIN ANALYSIS PLUS 6rioinal version ov Los Artoeies County Puhiic Nork=_ Poriions Cccvrianied vv CIVIL58FF, 196b, 1987, 1989 Version L2U Seriai Huooer 07010165 Aua ~, 1941 10:44:47 input fiie : CV. SP uuiout fiie: CV.UU INPUT NILE Lt6TIN8 it CANk06 VEk-c' DEi'cNTiDN BASIN OUTLET 6DX CL'LVEkT P k78-040,103 PJ8 i-3i/-9i T3 -UUBLt 8X5 RC6 6U iJa. Ua 34.44 J #J./U NX 25U.Ub 39.44 k #73.b8 4U. 43 .Ui4 k 617.00 41.03 .014 6.2 JX 614.25 41.04 2 i .Ui4 38.9 #t.:~:; #5.0 k 734.^_9 41.51 ^_ .014 b.i O k 433.84 42.36 2 .014 JX 47J.56 41.54 1 5 .014 27.2 4J.U4 #,.U is 987.Je 42. r/ 1 .Ui4 k 1u6U.0u 43.11 1 .014 JX 1061.50 43. L 1 5 .014 3.2 1#. U9 #5,0 rc 1136.00 4J.Ja l .614 JL l1J/.;u 43.Sv 1 5 .Via e.8 44.JO +J.O k 1197.27 44.04 1 .014 JX 1211.38 44.19 !. 1v .014 IUU.O #S.UU #5.0 F. 1395.04 45.06 1', .014 k 1453.E 45.54 i .014 /t•: J: 2482.37 J..42 ! 10 •014 95.0 J.l.#5 ,a.u k 291/0.00 52.47 1 .Oi4 Ts 2420. U0 52.57 9 .014 N 2468.#2 52.60 9 .Ui4 k 3175.:,u a:,.62 4 .u14 ~~•? k 3382.65 54.64 4 .014 k 3549.16 55.91 9 .014 49.5 k 3655.5 Sb.23 9 .014 k 3404.00 57.41 9 .014 54.0 k 4567.42 60.63 4 .Uf4 k 4535.72 61.21 9 .014 46.1 k 4704.02 61.60 9 .014 46.7 HE 4704.02 61.60 4 6H 4704.02 bLbU 4 O .~ aP O kATER SllkFACE PkDFI LE -CHANNEL DEFINITIDN LISTING PAGE CARD s'ECT CHN ND DF AVE PIER HEIGHT 1 6AsE 1L IA IkY YlU Yi2I Yi3i Yl4i YlSi Yibi Yi7i rl5i ri?i YIIUi CDDE ND T'fPE PIEkS dI6TH DIAXET-tR dIDTH DkOP CD 1 3 1 .67 S.dti 20.67 .UU ,VU .UO CD L s 1 .67 ~.Oo 5.ti7 .uU .VU .OU CD ~ ~ o .Oo 6.UU 25.67 .UU CD d 3 t .u7 S.OU 16.57 .U~i .YU .UU CD ~ 4 1.SU CD 6 4 2 UU CD ' d :.~~ CD 5 u .i~U Ib.OU i6.70 .v0 CD 4 3 L .67 5. d4 16.57 .UU .00 .UU CD iU 4 A.0v O O 6a 0 HYDRAULICS 0 O SB 4. lb7 4=}.8:,x)6 47.4_ ~ 4.~Jt> 45.1154 _J.YJ Q V O 4. ~._~ 4.417 45. vt^-,.IIr 45.603' y5. 45 _5 v G I/ J 4.SUV 45.5253 .39 G V . 4.55= 4S.i>187 27. y3 G V 4.567 45.2111 27. y3 Ct V . 4.75i> 40.3711 __.~_ .~! 'J . 4.5'_ 4c.S.i1 ~_.~_ .G .. 4. '~ 17 46.5525 1'~ .%y . ~! ~ . J.!)Ilf) 4.5.7940 ly.0q .~! ~:. J. 1~Ji ; .l)il)'-1 ' 1~. J f.! r. 1 _..._ _ 4-. 1541 12.57 . G . 'J. J. Jd- 4 .354. ~J. O! ~: . v . 5.507 47.44~o a.51 ~! •. 5. /Jt) 47. 495 . 1U ~ 'J. J.a<J3 47.541b %. 1V L! v. 5-iii r0 47.5997 4.23 L! .. 0.1x7 47.0129 .'YS l: V. S, ~Si) 47.5135 itr I,7 'J'. 6. _v 47.5143 .10 G 'J. a 5.417 47.6144 .02 r~ .. S. SVV 47. S14S .rig (~! 'J. O _________ ________________ ______ ______________________ _______________________ END CAF UiVIT H`r'DRO6FAF'Fi AiVAL'lS IS O .~ *iF'.hiFiFi(-iFxtie+!'.i-1iF'.`iE ~lE+FitiFiFitii•iF##i(-#~IF-Yr-]ERiF~%-it}tiFit-44iF?!-#'.F'.`it#iFtt-l-iF+e-i'xxltlli~#ii~-0FiiFit ~k il~iF-kiF~+{;~=e.: UhJIT - UNIT UhI1T EFFECT I',"E PERIOD iiAIh`iFALL SOIL-CUSS RA "1hdFiiLL O (NUMPER) ----- - (IhdCHESi -------- ------- CINCHESi ------------------ (INCHESi ----------------- ------------- - i -- . c i207 . tj i ac ---- (jO21 . f12V7 (>ldc . 1:F>i '~ . i )421 . U2~2 . U 1 ~ ) iv .11.'i .C?i./~~ .Ukt4Y is .1121 . (%-'- . C)aw5' TOTAL SfORht RAINFALL(INCHESi = .?~~ TOTAL SOIL-LOSS(INC4ES> _ .4~ TOTAL EFFECTI'JE RAihiFALL(INCHESi = .~5 O TOTAL SOIL-LOSS VOLUNE(ACRE-FEETi = bi.646'2 TOTAL STORM RUNOFF VOLUME(ACRE-FEETi = ~7.Si~o O S5~ R - H U N Q F F G U F H Y S T D R 0 O F M O 6 f A F' H ---------- ---------- ------------- ----- --------------------- H`i~RUBRAFH IN ----------------------------- -------------- Fi'JE-MINUTE iFiTEFVt;LatCFa7 ---------- TIME=HRSi ----------- 'JCLUME iAF; ---------- I~stCFai - -------- il. -------- ----- i~J.'/ ----- -------------------------------- ~JV.V ~7J.'.) [~i i(r. [j -------------------------------- ---------- ----------- --------- .157 .i;11: .35 r~ . ~Sn . 1:)414 4..;1 I>> .__r .!)711 Y. _1 t'.: .41-' .i.-i2 9.8~ ~~ . ,:Jill) it%!~ 9. bti l>! .tea' ...-075 14.~~ VG! • •u67 .4(177 14. JJ 'J t:! Si_i . S'U6 1'. a4 Vl . 8,, .._~..4 l 17. a4 VG: .917 '-~ _ _ 2r t • t i'c VC i . ~?C:%) .9291 2U. n2 UG i . 08 _ L 0916 ~ . 54 'J r! 1.16% i.~:,~;41 __.59 L! 1.?Si% 1.4789 _-.6~ .`JG ~~ i._`. 1.70'5 ~...6~ .VV! 1.417 ~.Lr_2i> 47.66 .V 6t 1,SCriI ~.=Si)2 47.bS .'J l! S.SE_ 2.a24ti 67.44 V G! - 1.667 ".2891 5:.44 V G O 1.750 _.'Y'S' v_.a. 'J L S.a_3 4.JHiJ Y~.e 'J ~! 1.917 5.4236 12'.00 'J t;!. 2. Ot.ii> 6.275 % 12..00 V U. ~,08' 7._72 154.14 'J v _. 16- '6.'988 154.1 4 V L! / _.417 7.:~. /'>.'/ .,.Jd. 57 ~ L! 2.JIII) 14.5/45 ~Sty.J/ V ~:! . ~. 50 2~. 26 y <}'iJ. 4? _~ V. ~.. 2. ~-~ ~6. sal ~ 495. ~~. 'J . +~. ~. 91 29.8.=tic 45i.2.. V Gi _.~ii>~i _-. 979i 457..c., 'J' l! _.__~ X9.4015 1/5.3J ~! 'J . x.417 4;1.2959 121.14 6!. V "SiI[r 41.1=~r2 1<1.14 17. V .sa.= 41.764- 92.oa u V . x.567 42..'954 92.[15 G V . .8~~ 4=.o97J 72.55 G V - :.917 4._,.7974 58.07 u O 'J . 4.Oiu) 44.197 58.07 G V . 5b ---------------------------------------------------------------------------- #ie z#i-#iF'.Fie-(.#-y#-k.z ~*iF#iF l~#<.F' ##4##-E#=f#iF it##iFiE4'FiF iFtie+~~ieitiFie-i{~e -~ ##itx-1~###iF-}#iF#'A-iF~F'F##iF.'i#• U N I T- H `( D R O G F. A F H A N ii L Y S I 6 O AOCORDIfJG TG F.'I'•iEFSIDE OOUTJT`! FLOOD CONTORC AND WATEF CONSERVATIGhI DISTRICT (RCFO@<WCDi i976 i-iYDF.OLOGY MAhJUAL ###FRELIMihJAR`/;'EXP'ERIMENTAL VEF.SION+## !ci Cooyright 1952-9is Advanced Engineering So+tware !aes Ver. ~-. 1A Release Dai:e; 4:'22/'i?s Serial ;# ti'c9 Analysis areFared 6y: h1PSi LOWR'f ENGINEEFS AND F'LANtJERS TEMECULA . C:,L I PORN I A #-r;-~z-~e-*r;FiaF#;eae+x-~=t-t+r+}##•~ DESCRIFTIUhJ OF STUDY c~~s?eaF~*#?e+F#sx~~v-r+t##iF~##~F~F # CF?Ml='GS VERDE UNIT H''fDRUG4iAF'H OF AF:EA TRINUTfiK'f TG BASIN # # 2 `fEAF: # ie##xt#ie-L## S;r#1x'~-:s-;4;rieiF###+:.#+e###~F#;F'.F ;r; *.##ie#z##~x-is#iFx3F d-;eieiF~iF?!.Y--Ie;e##ie+:.;F#~x-rt;F r?r+F #-)eiFie~x- r'Ii_E hiAME: LOT,~.DAT T 1;'iE.'Ui+ t Ui aTUll": 14: ti) c/ J/1YY1 #?#=r~F{.~. ~. iF#iF ~s-:e#-k Tti-ii-s#-k#?F#iriF##f #~'r. #~k iF•iti~%~###i##~Y-##-%~?F#iFiF#iF{##'e~fr~ieiF#####ieiEiF#:Y-iF###tii~## FLOW PROCESS: FRGM NODE 1.isis TO MODE 2.isi> i5 CODE = i - ----- `.`.UNIT-HYDROGRAFH ANALYSIS;::<::<(<<:: !UNiT-H'fDRGGRAF'H ADDED TO STF.EAM iii 4iATERSHED AF:EA = 150. ~ipCS ACRES BAScFLGW = .Uqi? CFS/SQUARE-MILE •lALLE'f 5-GRAPH SELECTED Ut1IFORM~MEAN SiiiL-LGSS(INCHiHOURi = i~3 LO4i SOIL-LOSS RATE ~ERCENT(DECIi`iALi = .90C> USEF:-EJIERED RFiIfJFALL = .60 INCHES F:CFC<.WCD _~-Hour Storm !i0-I`iirn_ite periGdi SEi.E~TED RCFC"<WGD AREA AD~~USTMEtJ"~ Fr'+C T GR tFLATE E-S. ci = .9935 #US-F: EhiTEi=:E11 "LAL" TIME _ .432 HGURS UtJIT HYDROGF.AF'H TihiE UtJiT = i!?.t>C>O MItJUTES UfdIT Itdl ER'.'AL F'EF:LEiJTi~i=E OF LN6- I IME _ ~'•9. F18V Uh1IT H`rDROGRAF'H DETERMINATION iNTEt:'•hL "S° ._F:AFH Uh1IT H`/DRGGRAPH -----PiUhibER----------MEAtJ L'ALOES----------ORDINiaTES!CFS) ' 1 4.12 411.610 ~i•, vi~j ib'4. iU _ 'LO. dL_ iJC i'. JO 4 b4.962 1609.770 .; 7'.918 69..036 O 7Y. 43.} JJ[ I. ~'IJ O C~.IJ. JiJ 41)i iJ3 6 66.717 _19.48? Y o9. 175 245.374 1(? '> 1 . _<J 2Cr4. 435 11 Y2. 63~ 1oi>.. Utt i ~ 94. t,Y 1 Wis. ~7' i 3 95 . '2b7 i 17. 144 14 90.258 96.6 'y i 5 97. !?b4 - 80.423 1o a/.74a 0a. =u'a i 7 Y?..^1'.1 b6.'J JG 1:~ 9a. / 5< nom, I I~_~ ~I '~I> 'i'7. C~_ ~'~. 4YY ~^.i 9G~ ~~:Y _8.499 1 Oi i. 600 9 , i)b4 S¢ _- H G i± F: ~ i u R M R U N O F "r H Y u R u 6 R A F H HYUFiuGFf+F'H IN Fi'o'E-riINUTE If~JTERVfli_3iLF51 TIMEiHRSi VULt_%MEir',Ft ---- vtCF3> --------- U. ----- 4i>i),0 30Li.i) it>V,i) ibu?>.V ---------------------------------------- --- ------- -------- .167 .1=14 0.31 l! .~SU ,437 44. b3 VG! • - - -' . 7.61 44..6.. V~=t .417 1.4bi6 1~>5..=4 `J G.! .JUII .L'187i) 1it~~. .4 'J G! .667 4.47 ~'.'-!. 16.`i. YS V L! . 3.3 7.487,5 ~'.1C-s. 88 . V :? .'~S / Y. X444 ~_:JS. L)8 . L' 4! i.!I~_)cl 11.~)vil ~S:J.va '•J G! i . i)83 i~.9'7~9 tab. ~•± V t,! , i .167 14.9446 :'tab. ;?`~' V ai • 1. L:Ji> 1i.~~:J1V ~4. 33 'v L! 1 . _ _.= 19.5°~7.- .;34.83 V ti i.417 ~`.'_+O7b '9Y. 4 V G.!. 1 .:J fit. ~;~. X711 4~n. J6 V . l! .i.667 -1.4344 466.56 V G! O i.75{> °_=t~.z105 =41.0= : v c, 1.3_~ X3.9366 541.E>:= '•J G i.91 4'.1957 bi3.4~ V. Q :'. V':rr~ 47.4548 618..4'. V G ~. i )3- 5_. ?663 698. 69 . V G ~. io7 57.0787 698.69 'v' G `. x_50 02. SUbb 788. 1.' V G!. ~. ~ ,_, b . 9.?4` 733. 1 ~ V i>?. -. 41 ; l4..J1): 9 9:J4. 4: ~' ~! ~.J'JIf ~1.!5;a14 9'SJ..47 V u _:. 5;3~ 89. 69bL 125p, 8 V . ~! .._. titi7 93. 311~i 150. 87 V .C! _... 75u 1 i )5.7743 1519.34 L' ~! ~.a.°__, 11'x'._'80 1.JS'~.'4 '\; U ~.`>'1~7 1'~Y.i>s(iY 14__'1.::7 L t>! =.U~?0 133.315 1421.x:7 V. G! . U3- 145.6898 998.18 G! 'J ?.167 152.5643 993.13 G! L' -•--- 161.'170 E,~5.49 ~! L' .417 164. _!)i4 43.T.~5 G! V _.SOO 167.285::. 4.=~.~5 n v _.58 16y,4'd77 _~.i.~J I, V _.. bb! 1/1.71~JI •_..1.15 6! V O `.751) .3.=., i/. 4414 175.174 ~';~i.5<' 151.5: v V Et V 3.917 176.56>!) 2c>i.i7 . G! V .S~ 4, i_)1_)0 177. 9455 20.1.1' ~! V 4.1)83 i~,-,y,i)72.= ib3.b2 L! V 4. 1 b7 15i>, 1992 i b3. b2 G~ '•:' 4. 'St) 181.1 142 1 ~. 5b 6! '.' 4.3.'3 18'2. C>292 1.32. 8b G! V 4.417 152.792'6 110.85 u V . 4.5t)ti SZ;:,.JJ61 11~).ts5 G! V O 4.58- 184.21)34 9..98 t:! V 4.bb7 184.850ti v3. 95 G V. 4. 75tj 155. =869 77.87 .l,! 4'. 4, 8.33 155. 92'2 77.87 , i:! V. 4.917 186..3b21 b3. _ ,G! V. S.Oini 156.501)9 6.'.72 .G! V. 5. ib% 1d7 J1 /1 5.:.. 1)r,") L! . V. ~.~°_i) id%. SiJ i. '~ 41.35 .G! V. i.._ .. _ 1'd5. 0567 41 ..'S . L;! '•J. 5.417 155 ..~ 15'2 _ - . 17 v V . 5, 500 155. 5437 _ ~ . 17 6! 'v'. 5.553 i8a.7_C)7 27. ib ~! V. ~.bb7 158.'1175 ~-,ib G! V. 5.750 i89.Ub52 21.54 L! V. 5.5.?:= 159.2157 21.84 G! V. 6, OOi> 1:~`:. 4060 i _ . SC! l.! V. 6. C>53 189. 437i> 4.51 ~ V . b. 167 18'%.4681 4.51 G! V. b. 25U 1a4. 475J i.va i:! V. b. ___ 1a9. 4S ='~+ 1.115 7:! V. 6.417 i89.484U .i6 G! V. b, 5[1[1 ).5Y.45~i 16 l:! . '+/. ENU l!F UN17' HYDROGiiHF'H HNF;L`tSSS O i a. i2: a11.~ii) :_O.Y06 1b'a.iV' _~ ab. ~c_ ~'J~J. Jb 4 ba. 9v~' i'i09. 7'6 v :.~.'~1ii °v3.5. 9 / ~~. Ji~l a~>i . iJ~- 5 6f±.?17 3ia_ad% 4 a4.17E, ~4~..i4 10 91 . ~2S ~~:)a. a~~ i 1 92.8.~~ ib0.3Ui) i'~ 9a. X09. 1:~5. 8%? 1.~ 45.2:i- i i ; . iaa i=~ yti. ~~a era. ~~~; i~ v-.ova 8o.a~_ is y; . fay b,'s. za" .`t.) ~~. Ji~ .~. a_f7 ?~' 1U~t.prt0 Y.Uba O O ~-q FiE##it iE ie#~kiFitiF#~# i%#iF#iF iF ~k iFiEit iF#iFik##ir#iF~S'~ir ~lri#Fi~irir ii~*~R##iF iriF-k*ir#it~lE ~1F 1F#1*#iF i`.-it ~k ~k'4 iF#iF ~!' ~It~ Y~#i <== UhJIT UhJIT UNIT EFFECTIVE FERIOC~ RAIIVFr;LL SOIL-LU55 RAIIVFR~L_L tNUhlbERi tIhJCHESi (IhJCHESi iINCHESi 1 .0456 .027<. .ii214 O 2 , i>456 , c i272 , 02 f 4 _ . i>b i b , i 1272 , i 1.45 4 . ilbi6 .0272 . i> 4~, .°~ .01616 . t 1:272 , i 1.45 7 . ~ l~y,G^ . ~ l:' /.~ . i 155 3 .0754 .0272 . ~ >S i 3 Y . ~7•~i S! i . i 1:_72 . ~ i7 !. 1r> . C>y~.?; . 11272 . Qu31 1 .1102 .02 2 .05'11 i ' . 1 .n . 0: i .109_. i.4 .i~85 .027 .i.'i6 1v .._'b _'~{ .11171 .~ .5. 16 . 264 .027__ . s_'6<_ 1.7 .'_li i4/ .(%272 .04_',(1 i cs .0443 .0.'72 . i / i 77 TOTAi_ STORh1 RAINFtiLL t IniCHESi = 1.57 TO l r";L SOIL-L05S f i NCHES i = . 4'z TGTt;L. EFFECTIVE RAIhJFALL_iINCHESi = 1.3cs ------------------------------------------------------ TOTr~L :SOIL-LOSS VtlLUhiEtACFiE-FEETi = b?.?.~7~ TOl"F;L STOF~M RUhdOFF VOLUMEc~;Lht-r-EETi = i5v.43~~2 --~ O ..%?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:<:«:':: ` O _--_=_AND-COMPUTE-VARIOUS-CONFLUENCED--TREAM-VALUES---- ------------------- TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ARE: TIME OF CONCENTRATION(MIN.i = 1U.~~7 RAINFALL INTENSIT'!(INCHiHRi = ~.'}~' TOTAL STREAM AREA(ACRESi = 35.ui7 PEAK:: FLOW RATE (CFSi AT CONFLUEtJCE _ >?•67~ +* CONFLUENCE DATA *# STF.'EAM F'UNOFF Tc INTEivSITY AREA NUMi1ER (CFSi (MIN.i (IiVCH/HUURi (ACRE! ~~-r~*a-~r~-;r~;r~~~x+e*t~~~~rr~->E-~~~-x-x-~~x~s~WARiV T_ Nv~+~~x~-+!-~r:#?~~*~,;<i~~-r~xx~xxt~r~~~rs~;:~* Ihi THIS CDMFUTER PROGRAM. THE CGhiFLUEh1CE 'JALUE USED IS BASED OtJ THE RCFCz<WCD FORMULA OF PLATE U-1 FiJ DEFAULT 'JALUE. THIS FuRMULA WILL NOT NECE:~SARIL'r RESULT iN THE MAXIMUM 'JALL!E OF F'EAh:: FLEW. a-~-x-#~-x~-~-kr*~irx-*x#x +t*ir-k*->F~# ~--R;f~~*t~~~[-t;E;F*ie~~at-><it-Ott*~e~x mar*~-:r*~!--Rim-~r~~*~~-~-~x* ~~t RAii~1FALL INTEAISIT`( ANU TIME OF COPJCEh1TRATiGh1 F:ATIO COiVFLUENCE FORMULA USED FOR ~ STREAMS. +~~ F'EAk:: FLOW RATE TAPLE ~* STREAM RUhJOFF Tc IhJTEiVSITv hiiJMbEF: iCFSi (MIhi.i (iiVCH;HOURi O 1 i~b. Sal lil. .''•O t, ~~~ 1Y1.49 .^_2.17 <47 COiHPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: F~EAk:: FLOW RATE (CFSi = 1'1.49 TciMIhl. i = _~. i? TOTAL AREA(ACRESi = v7.t70 ENU OF STUDY SUMMAR`r: F'EAK: FLObJ RATE (CFSi = 1'>1.4~> TciMIN.> _ -D. 1? TOTAL AREA(ACRESi = 9 .•?~` END OF F:ATIGNAL METHOD Ah1AL'rSI Q ~~ iE if tiF ~n t41F*-N~ie iF ~!#iFfi#iFtiF#*~it-IFiF#iE#iE iE##iF~iF iF aF iF iF#it#'k-]F it ie#_~.it#iF iF at iE-kiF ~iE iF iF ~F it iF iF-e iE'A~iE~~F' if #'k~~1F#jF;c gyp' #+a iJ iV I T- H `i D k G G R A P H A N A L Y S I S ACCGRD.ING TO kIVERSIDE CGUNT'Y FLOOD CGNTORL AND WATER CONSERVATION DISTkICT O (kCFCsWLD) 1'78 H'YDRGLG6Y h1AfJUAL *~PRELiMINARYiEZPERIMENTAL VERSION#*~ ic) Copyright 19a'~-90 Advanced Engineering So+tware taes) Ver. '. 1A kelease Date: 4/?`~/'~'l! Serial # 6?S'=+ Analysis prepared ty: NrS: LGWk`r ENvINEERS AND PLAhiNERS TEh1ECUl_A . C'AL .I FGRN I A ~.:, ~fia;~*~t~3-~rtr-~-*~-~~~~-,tx-~#~*#~~a~ i:1ESCRIF'TIDN OF STUDY Y*~~t~~*~*~~~~;~t*~~x~~*~}~ CAi'1PGS iiEkDE LihiIT HYDRGGkAF'H AREA TRIBUTAR`r TG k+ASIN -- :~ i t:~0 YEAR Et.'EtJT ~ **~-x-+~~;.~ir~-R~~tf~#*-x~~*~*~~rtx--~-x~-~te~~~x-~x-a-~~i*~~*~~ax~~t~~at~**~~~~*~~:ai-~~~x-;sue-rt~~a~~c-*~-~~~~ FILE hdAME: LGTS.DAT TIi'1EiDATE OF STIiDY: 5':Sb 9; Sii94i *ttie~~~t-~-~~#-x-~~t ~~x-*~r *~--x-**~~~~*~#~t3t~t-;e•# it-~u-~#*~tt #~##* .,-~~~tjt~~~~*#* ~~t--~r~ ~~~r.-#~x~~kir~-~~~~-#~ ~r FLOW PkOCESS FRGM NODE 1.00 TO NODE x.00 IS CODE = i :: ::-?UNIT-HYi)ROuRAPH AtJALYSIS<:<;~:<;;: O UN I T-i-!`iDROuF,'AF'H ADDED TO STREAM #P 1 > WA~I EkSHED AREA = 16°d~, CuaO ACRES bASEFL.OW = .ODU CFS,'SG!UARE-MILE VALLEY S-6kAPH SELECTED L1hJIFORM.MEAN SOIL-LOSSiIPJCHiHGUR) _ .i.b_ i_i!4! SOIL-CUSS RATE F'EkCENT(DECIMAI_l = .=+i>O USER-EfJTEF.ED RAINFALL = i . ee INCHES F:CFC~•:WCD t-Hnur- Storm (it>-Minute period) SELECIF_D F;CFC°<viCD AREA ADJUSTMENT FACTOkiPLATE E-~~.5i = .Y'~?~, #USER ErJTERED "LAV" TlihE _ .4:"~ HOURS UhiIT HYDkGr~kAPH 7IME UPJIT = 10.000 MIhJL1TES UNIT .I NTEEiVAL PERCENTAGE OF LAG-'fIhlE _ 'd. Fi iy ll ------------- - UNIT HYDRGGkAPH DETERMIIVATIGN ------------ IhJTER'v'AI_ ---------- "S" ----------- GfiHF'H ------------------- UhiIT HYDROC;kAF'H -'e-JUMbER----- -----MEAN -VALUES---- ------GF;DINATES(CFSi ----------------- O 4$ #iE ~1EiFi!' f T-1riF?EtiF-iEiE#iF~1FiE#~IF#iF#iF#~iFtiFdF iFitiFiE#'l~ii~iEiEiF~iF ~1FiEiFiFiF-R itiF~iF-0F'lPiciFtiFif~iFiF-iF-IFiE#aFiFiFiFiF-F-7F#'k'1.-iFiEiF~1Fi4 O RATIOtJAL METHOD H'fDkOLOG`f COMPUTER Fk08RAM rASED ON RI'JEF;SIDE COUNTY FLOOD CONTF;OL ~~ WATER CONBER.'JATION DISTRICT iRCFC&.WCDi 1v~S HYDROLOG`f MANUAL (ci.Cogyright 198C-91 Advanced Engineering Software (aesi Ver. 5. 9D Release Dale: S;Ovi;i Serial #9ti-~~ Analysis ~reFared by: hJNS i LObIR`f Ei~1GINEERS AiVD PLANNERS I EMEI:ULA . CAL I FORfJ I A . -. - -- S I UD`f *;F;F;i~;F,Y-~r~s;t*~-M--r.-r~i±z,!'~e;r-x SY~iF~%iF ~~~;e~-~f~++;:~x;~#x;Ea~a:r*~-~~,r.# DE~GF:IF'TIuN ur * CA1"IF'C'S 'JERDE H'fDROLCGY ANiJ F'kELIMItJARY PIPE SI<'.ES 100 `FEAR EVEfJT - FUTURE DEVELOPED CONDITION FILE:C'JDCWhJ.DAT #if ir~x#4-iF iF ih 7 2tiF#4iEiF {E~*xie#'.f *ie-F~ir##ir+l~ iF##~Y-ziF-x f-iFiF'.F#tiF-it~ii~iF' -iF'.F-k*ie if *44x?E'k i"c-:E-iF#f'k#~!' #it iF FILE hIAME: A: C'JDOWfJ. DAT IIh1E-DATE U.= STUDY: 14: 4 'iC=/`1'Jyl USER SPECIFIED H'filiiULC)G'Y AND H'fDRAULIC MODEL --------------------------- ---- IIVFORMAIiOtJ: --------------------------- - --------------- USEF: SPECIFIED STOF:M E'JENT(`fEARi = 10±i,0U SPECIFIED MINIi`1UM PIPE SI~EiINCHi = 3.00 SPECIFIED PEF.CENT OF GRADIENTS(DECIMALi TO US E FOR FRICTIOti 'aLOF'E _ .'~O 1o-YEAR STORM 10-h1INUTE INTENSIT'f(INCHiHOUki = _. _60 O 10-'YEAR STORM 60-MINUTE IhJTENSIT'f(IhiCHiHOURi = .o6V 100-'FEAR STORM iii-MINUTE INTEh18ITY(INCHiHOUR> _ -.430 iri~i-'FEAR STORM bLi-MINUTE INTENSIT'f(INCHiHOUR) = i.'ii0 SLOPE OF 10-TEAR iNTEI'JSIT'f-DURATION CURVE _ .~50;,-' ~LUF'E OF 1~?0-YEAt-; INTENSIT`f-DUF;AT ICN CURVE _ .54955, COMPUTED RAih1FALL IPJTEiJSiTY DATA: STOkiM EVENT = 1U0.00 1-HOUR INTENSIT`f(IhiCN;'HOURi = 1.._000 SLOPE OF ItJTENBITY DURATION CUR'•iE _ .5496 RC=C'<uiCD H`fDRDLOC;'f h1Ah1UAL "C"-~iALUE3 USED NOTE: COMF'l:!TE COhiFLUEtJCE VALUES ACCC'RDIN6 TO RCFC":WCD H'fDkOLOt,'f MAhJUAL AhJD IC-•iOF:E OTiEk CONFLUEhIf_E COMBIi+iATION S FOR DOWhJSTFE;~hi HiJiiL'f bLb },C-x ~~Jt Vii[-}~-.k iF~~':-#~!#~ T~#ie'.F~iEie ii~-IF'k'Fi-i'-iFs ~le ~lF-%+r~Y--k~}~'EiFic2~=iei-~t~=aF ~~e iF~-c~~Eic#4~-)#+-iE'k ie-X~F' ~R :!*~Fi~ FLOW PkC1CESS FROM NODE . 15 TO hIC~DE . iii IG CODE _ ii ---------------------------------------------------------------------------- .: .:-.~'r;FilIUhli=L. METHOD INITIAL SUbAREr; ANt;LYSIS+::~~'.~~::':.< ASSUhiED INITTAL SUNAREA UhIIFOF:M DE'JELOFMEtdT IS COMMERCIAL TC = k::>EC iLEhJGTH:Fx~3) i (ELE'JATION CHAiVGEi I~~.< INITIAL SUBAREA FLOW-LENGTH = 800.~~0 UPSTREAM ELE'.'ATIOrJ = 109~i. i~U DOWNSTREAM ELE'JATiON = iii>30.00 ELE'JATICihJ DIFFERENCE = 10.00 TC = .-i~.~xL( 300,00**.=;i/( il).t)~J)7~~.~ = iv.ScJ O 100.iiif'YEAR RAINFALL INTENSITY(INCHJHOURi-= =.a'd SOIL CLASSIFICATIOhI IS "r" COMMEF:CIAL UE'JELCF'MENT RUNOFF COEFFICIENT - .373: 4s SUBAREA RUhiOFFiCFS) = 17.51 TOTAL AREAtACRES) = 5.06 TOTAL RUNOFFfCFS) = 17.8: tt t * * t * t ~•-x-~ar~ * •~ are-•~~ ~x-*-~ *-* **~• ar*~-jr ~•x-;r*-ar* *~•+* *~ ~•~-+x-~±~-* * ~ *x-*-*~-*~-+r ~-* FLOW PROCESS FROM NODE .1<! TO NODE .6Q IS CODE = 51 ,,.;=:;COMPUTE TRAPEZOIDAL CHANNEL FLOW<::::<:4<,. :-TRAVELTIME THRU SUBAREA«<:<;; UPSTREAM NODE ELE'JATION = i1u6.00 DOWNSTREAM tJODE ELE'JATIOtJ = 1644. ~>6 CI-#AhItJEL LEPJGTH THRU SUBAREA ?FEET i = ~ 1 ~C%• 66 CHAh1NEL SLOPE _ .6i75 CHAh1h1EL BASE(FEETi = IC>.UU "Z" FACTOR = 4.!!v!> MANNiNU"S FACTOR = .~?26 MAXIMUM DEPTHiFEETi = 3.i!6 CHANNEL FLOW THRU SUBAREAtCFSi = i7. di FLOW 'JELOCITY?FEET/SECT = 4,5~ FLOW DEFTH?FEETi = .35 TRA'JEL TiMEiMIN.i = 11.52 TCiMIN.) _ ~,.17 _ rttttt~-~;t-;f;~-*~~~-*~~~~;F;~x~~-~~~x-;~+~x-~~~~•*-~--x~~,~?r~r*~-;~;e;t~-~rt~r~a~-~;E:e-a;t~-~r~rs~~-x-x-;~~-~*f~-~~~ FLOW PROCESS FF:OM NODE .i~7 TO NODE .~!ii IS CODE = S ---------------------------------------------------------------------------- .,, ADDiTiON OF SUBAREA TO MAINLINE PEAk:: FLOW~:::<+:<: 10!].6C> YEAR RAINFALL INTEPJSITYiINCH.'HOUR> _ .247 SOIL CLASSIFICATION IS "8" COMhiERCiAL DE'JELOPMENT RUNOFF COEFFICIEPJT = .5714 SUBAREA AREA(ACRES) = 55.00 SUBAREA RUNOFF(CFS) = 1tiY.5.= O TOTAL AREAiACRES) = 52.66 TOTAL RUh10FFiCFS) = 127.44 TC?MIN) _ _2.17 ~-~*-x~~-~-*v~~~-~-k-~t~-r: x-~z~t~•x-~:-*at~**~•*~i-at-it-~-*it*~-*x-*~at~it~~*~-~-~t~-t-~~it~--r~tt•+e~*~-x-~tr~x-+eat~-x~***atit~t FLOW PROCESS FROM NODE .10 TO NODE .06 IS CODE = 1 ...>::DESI~hiATE INDEPENDENT STREAM FOR CONFLUENCE:<:;:: --------------- TOTAL h1UMBEn OF STREAh1S = CONFLUENCE 'JALi;ES USED FOR INDEPENDENT STREAM 1 APE: TIME OF COt•iCENTRATIOiViMIN. i = ~~.17 ' RAINFALL INTENSIT'{iINCHiHF,i = _.~~ TOTAL .STREAM AREA ?ACRES i = 52. ~ ri ~ PEAk~: FLUUJ RATE?GFS) AT CONFLUENCE = i<%.44 tttt;t;~~t-ii :~-;~~;tr ~ Fy-*taut;e~~~;t-~-~*a~x•i[~~-~x-*i-~t+6~t~-r~;tir;e-~;t;t~:a~+-~*~*~;~x-x;t-~-*~-~-wii~-x-;r;r*~;e x-x~~c•~- FLOW PROCESS FROM NODE .'2~i TO tJODE .C>~> IS CODE = i .>?USER SPECIFIED H'fDROL06Y INFORMATION AT NODE<=::<::::<: USER-SPECIFIED VALUES ARE AS FOLLOWS: TC?MINi = 26.36 RAIN INTENSIT`((INCHiHOURi = 3.42 TOTAL AFiEA:FiCiiES) = 35.66 TOTAL RUNOFF?GFS) = 97.Si! att tt-x-i('t tt tatttt taFttttt+F attaE atT i'T'XTTTTTTTTTxxxx~c-F •c-n n n n n n n n .. +.. ~. - - - ~-.. - FLOW PROCESS FROM MODE .26 TO NODE .6C> IS CODE = i ?~b TCiMIN> = 2,.74 O t~~~t't~'!e+'itiiea~iFat~t~x-it*x-*-x-~t*+t~*~rat~**ac+eir*t-*~itt~ae it+t~~at~ta~~~~x-*;t~x~-x,*it~~*a~-+E#;F+r~~~r+t~*1- FLGW PRGCESS FRGM NODE o.00 TG NGDE 5.00 IS CEDE = 2i ~:%RATIGNAL METHOD IIVITIFL SUBAREA ANAL'fJIJ'.'.`.'\<. ASSUMED INITIAL SUBAREA UNIFGRM GE'JELCFMENI IS CGMMERCIAL TC = k::#C (LENGTH+~+37 / (ELE'JATIOhi CHANGEi 7~+.2 INITIAL SLiBAREA FLOW-LEhdGTH = 950.00 UPSTREAM ELEVATION = 9'.~ii! DOWhJSTREAM ELEVATION = 6'.On ELE'•JATIGhJ DiFFE~Ei~iCE = 10.00 TC = 0=~'~ ( 95%?. ix>~-+~i i ( i :%.Oi%i ]*~..` = 11.701 10.00 YEAR RAINFALL INTEhiSIT''f (IiVCH/HOURi = _. i66 SOIL CLASSIFICATION I= "B" CGMMERCIAL DE'iELOF'MENT F:UNCFF COEFFICIENT = .5705 SUBAREA RUNCFF(CFSi = i7.9% TOTAL AREAiACi:ES:; = 9.4iJ TOTAL RUtJOFFtCFSi = i 7. 90 .a=i'~.xii*'.EY-:>tr}-~;'.e~-ki-!##-k~#?e~r~4ic-leiF-x~ri-~!E'x#s~Fii*it'-lF ~li#'YiFie ~k iE irit-1t'.F xie~3EiFiF-s~-f ~rr-1F#z*~l+F''-E A~x-~ ~--1+la-F FLGW PRGCESS FRGM NODE :,. 00 TO iVODE x.50 IS CODE _ _ ,: -:-CGi`iPUTE PiF'EFLGW T;~A'JELTIME THRU SUBAREA<:'t':<:~: ,..?:-USING COMPUTER-ESTIMATED PiF'ESI~E (hJGN-PRESSURE FLUWi::::::<:: DEPTH OF FLOW itJ 24.+? INCH RIFE i5 iS.4 INCHES O PIPEFLGW VELCCITY(FEET/SEC.i = 7.a UPSTREAM MOUE EL E'JATIuN = e~.00 UilWh1STFEAM NODE ELEVATION = 51.50 FLGbJLEtJGTH(FEETi = SSO.OU MANNIN~'S N = .013 ESTIMATED PIPE DIAMEIER(ih1CHi = X4.00 iVUMBER OF F'IF'ES = PIPEFLGW THRU SUPAF.'EA(CFS) = 17.90 TRAVEL TIME(MIN.i = .__ TC(MIN.i = 12.02 -~-x-~'rf -~~~~ ~.; t--z-~~~+i•-~~x-*~-ta;~x+~ ~--e*x~;t=-k<~-x~t at~~~x-x~x3t-+E;e*~x-~c-k~--~~~*~~~*~e x-~~~-x~ z~r~~t~ FLUW PROt:E55 FROM tJGDE ~°.. 00 TG NGDE 24.OiJ IS CEDE = 11 ... -:RAT IOhJAL METHOD Ih~IITIAL SLBAF;EA Ah1AL'fSIS~~_:<; ~:'~~:~~~: ASSUMED It'iITIAL SUBAREA UtJIFGRPt DEVELC~FMENT IS CGMMERCIAL TC = k:aC(LEhiGTH~~C7/(ELEVATION CHANGE)?{~-.2 INITIAL SUBAREA FLOW-LEhJGTH = 120U.OO UF'STF.EAM ELE'JATIOhi = 120.0% DGWNSIFiEAfI ELEVATION = 75.00 ELEVATIGhJ DIFFERENCE = 45.0+ I C = . =i!C~C i 1COi!.Oi!#}3i / ( 45.Oi!i ]-N-*.2 = 9.9e4 iC!.i:%C! YEAR RAINFALL IhJTEiVSIT''i(INC4/HGUFi = _._.85 SOIL CLASSIFICATU7tJ IS "B" CGMMERCIAI_ DE'JELOPMEiJT RUNGFF COEFFICIENT = .5725 SUBAF:EA RUhiGFFiCFS> = 17.50 TOTAL. AREA(ACRESi = 6.40 TGTAL RUNGFF(CFSi = 17. 5~? O ~x--k~'~~~e*~c~~~~~-a~+c~ar*jt~-~t~-~~-~x~-k~ir-~+E*x-~-~at~-~~~-~~~t ae~at~ia*it-~~*y-~~x-*t~x-~[•'~-+*--~rir-~t~c-~rie~'r;t~e'st ¢3 FLOW PFDCESS FROM NDDE 24.OC~ TD NODE «.OG I5 CODE ...7:-~CDMPUTE FIPEFLDW TRAVELTIME THRU SUbA1-:EA<:<::<-~~: ..:%'iUSItJG COMPUTER-ESTIMATED PIPESIZE (NCN-PRESSURE FLOW1<:<::<:::::; DEPTH DF FLOW IN 24.i~ INCH F'IPE IS 17.9 INCHES FIPEFLDW VELDCIT'f(FEET/SEC.i = 7.0 UPSTREAM NODE ELEVATION = 75.Ui> DDWNSTF.EAM NDDE ELEVATION = 7~~.Oi~ FLOWLENGTH(FEET> = bSO.Oi> MANNItJ6'S N = .01 ESTIMATED PIPE DIAMETERtINCH> = 24.U~i NUrIBEF; OF FIFES = 1 FIPEFLDW THRU SUbAREA(CFSi = 1?.50 TRA'JEl_ TIME(MIN.7 = 1.55 TC(MIh1,i = 11.5= ###iFir 4# #ak-1F#iE###iF#~k-#####'.F ####-lE##'k #ir########-1F#iF##iE##tiE~iF#9F##### iF ir# ##iF<#ir #-0i'iF~'#'+-' x'k FLOW PROCESS FF:DM NDDE ~~.00 TD NDDE ~?.i>ii IS COuE _ .. ; ~AiIDiTIDi+I DF SUBAREA TO MAINLINE PEAki FLDW:<' :=: 10.Oi~ YEAR RAINFALL INTENSITY(INCHiHOUki = ~.~os SOIL Ci_ASSIFICATIDhJ IS "b" L'OMMEF;CIA+_ DE'•iELOFMEhlT RUhJOFF COEFFICIciVT = .3710 UlifiREi"+ ahtHtACRt~) = iJ.7l) bUb(-;kt:+ F.UNUt-F ILFS) _ _!~. i-~ TOTAL AREA~ACRESj = X4.10 TOTAL kUNDFF(CFSi = 4 .66 TC(MIN; = ii.~2 ##iFk#'riF##it+F'k#~3i~###i###iE########ie###i*###iF-%#iE######jt#ii*#9E##-R i!' v!' #itr. ~le#iF#ie###t##zih## FLOW PROCESS FFDM hiGDE :.3.OiJ TD NODF_ _~. SO IS CODE _ COMPUTE F'IF'EFLDW TRAVELTIME THRU SUbA REA~:<:<;<:: ,..:>:%USINC CONFUTER-ESTIMATED F'IFESIZE (tJON-PRESSURE FLOW><~;<.:<::;:: ---------- ---------------------------------------- DEPTH OF FLOW IN _T•.0 INCH PIPE 15 ^<5.1 INCHES FIPEFLDW VELDCIT'f(FEET/SEC.i = 9.9 iiF'STREAM NDDE ELEVATION = 70.00 DOWtJSTREAM NODE ELE'JATIDN = 6e.50 FLOWLE:°Ji;TH(FEET> = i5i.~.0i~ MANtJIN6'S hd = .U13 ESTIMATED PiPE'UTAMETER(1Nl:H} _ ~T.Oii NUMLEt: OF FiF'ES = i F'IF'EFLOW THRU SUbAREA(CFSi = 47.56 TiiAVEL TII`1E(Mlhl.i = .~:, TCiMIN.I = 11.77 ==END DF STUDY SUMMAk'f:--- PEAk; FLDW RATE (CF51 = 47.66 Tc iMlhi.) = ii.77 TOTAL AREAiACRESi = '4.10 EiJD OF kATIDh1AL METHOD AiVFiL`fSiS O ~} ########it4+F4#iF###iE#iF-it###:fs#~iF#i!' #tiF•iF'.Fif#####i#ie#tie######iE##iE'rie##iF#######if-##-IF-iF#~3h-tie O --FLOW-PROCESS-FROM-NODE-------iv-TD-IVGDE-------1U-IS-CODE-----1 ----------- ?iDESIhNATE INDEPENDENT STREAM FGR DGNFLUEFJCE<::~::::<::<: --------------------------------- T~TAL NUMBER DF STREAMS = 2 CONFLUENCE VALUES USED FCR INDEPENDENT STREAM 1 ARE: TIME DF CGNCENTRATIDN(MIhl.i = 27.5 RAIh1F:=iLL IidTE^1SITY i INCH:'HRi = 1.30 TDTAi_ ST=;Ei;hi At-.tt;:ACREb) - iJ~J.B~~ PEAT<: FLOW F;ATE(CFS> AT CONFLUENCE = i5~9.67 #R~ie#########4##r. #<##########>; ##-t r. ###tit####it##tiEic##'.ticiF###+Fii~z#ie##1eriEit #ieiF#x###ie~'r FLD41 FRDCEaS FRCIM NODE 9. 1u TD NODE ~.10 IS CODE = 7 ---------------------------------------------------------------------------- ~:>iJSER SPECIFIED HYDROLOGY INFORMATIDtJ A'7 NODE-:::.:::.:::.,:.::: USER-SPECIFIED 'JALUES ARE AS FDLLDWS: TC(MItJ) _ ~U. i=. FAIN ItJTEh1SITY(ihdCHiHOUR) = 1.02 TOTAL AREA(ACF:ES: = 3S.%%:, TOTAL RUhIOFF(CFSi = 70.05 ### ~ ##~#Y#~;~t#iE-:e#izy-###~tir####it~#t###-~#####r+:-#ic########ie##~a##t###~#it#;e##a~rf r# FI_DW PROCESS Fr:OM AiDDE 2.1~=~ TD NODE x.10 IS CODE = 1 >:%DE~IGi1ATE ihiDEF'ENDENT STREAM FDF CDtJFLUENCE<::.::{.:.::: AND rDMPiJTE '•.'ARIDUS CDtJFL'UENCED STREAM L'ALUES<::::<:<::::: O ---------------------------------------------------------------------- TG.TAL NUMBER DF STREAMS = 2 CONFLUENCE 'JALUES USED FDR Ih1DEFENDENT STREAM ~' ARE: TIME DF CCNCENTRATIGN(MIN.> = 20.15 RAIh1FALL IivTEhJSITY(INCH/HR) = 1.6'.2 TOTAL STREAM AREAiACRES) = 38.i?5 FEAk: FLOW RATE(CFSi AT CGNFL1JEh1CE = 7.5.05 ## Ct7tJFLL FENCE DATA ## STREAiti FvhiOFF Tc It•iTENSIT`r AREA PJUMRER (CFS) (MIN.) (INCHiHOURi (ACREi 1 iJS~~. Of -.~_ 1..JJ5 SJOJ. BIB - 7o.~JJ <v. i~ 1.621 vd. US ########ii-=~'F ~--t#ie+i`##+#####x#x~###-c~WAFN I Nu;;-~=r-#+~##ie#=t-x-###r~#;!-r###rt##ie#t#x ihl THIS CCMFUTEF: F'RGGF:AM, THE CDi+iFL'UEJCE 'JALUE USED IS BASED DhJ THE FCFC~<4iCD FORMULA DF FLATE D-i AS L•EFAULT VALUE. THIS FDFMUi_A WILL NOT h1ECESSARIL'r RESULT IN THE MAXIMUM VALUE DF FEAT.: FLD41. RAihiFALL IiJTEh1SIT`/ AND TIME DF CiJNCEPJTRATIDhJ RATIO CGhJFLUEPiCE FDF.MULA USED FDR ~ STREAt'fS. ~# F'EAk: FLOW RAZE TAPLE ## STREAM RUtdDFF T.-_ INTEWSIT`i NUh1PEF; (CFSi (MIN.) (INCH/HOUR) 1 12v.:,~ ~~!.15 1.611 O ibJ~..7t </.J._ 1.05 COt1FUTED CONFLUENCE ESTIMATES ARE AS FDLLDWS: ~" ~ PEAY; FLOW RATE{CFSi = ib5C.7C Tc(MIN.7 = 27.53 TCTAL AREA(ACRESi = 1603.85 ae at~r~-;r~+E~*-~xt**x-ae~~tt~~~tir~ir~t~t**t~it+E•~***~~x-~r~ta~*~*ai•~~*x~~-*~*at*~~~tx-*-tr**~~•+r->E**-( ) FLOW PROCESS FROM NODE C.lU TO NODE 2.00 IS CODE = 51 ~J :::::COMPUTE TRAPEZOIDAL CHANtJEL FLOW<<::~~~" ,.:%::TRAVELTIME THRU SUBAREA<::<::<'<: ------------------------------------- UF'STREAM NGDE ELE'JATICN = b5.f>O DOWtJSTREAM NODE ELEVATION = 6'~.u0 CHAPJPJEL LEiVGTH THRU SUBAREA (FEET) = 700.UO CHANNEL SLOPE _ .iui43 CHANNEL BASE(FEETi = F3. U0 "Z" FACT~~R = 5.0~?0 MANNINf;'S FACTOR = .03i! MAXIMUM DEPTH (FEET) = 1U. 00 CHAA1tJEL FLOW THRU SLiBAREAiCFS) = 1553.72 FLOW VELOCIT''f(FEE %SECi = 7.20 FLOW iJEF'TH(FEET7 = 6.02 TRAVEL TIME{MIN.) = i.62 TCiIHiN.i = :'x.15 xae-tie-x-~,F±+;i•af*-~;E#;t;Fiat-~~tx-x~+;E*~-?E;t*~#~ii~;t~t;t*~;Y~ir~-;r+~-x~x~~r;t-ii•#*jt->t;E;eaa;>;Ear-!tom**~r' z;FaF-x~-s-~*~rit-it FLOiJ F'RCCESS FROM NODE ~.10 TC NODE ~:.OCi IS CODE = S --...:~ :ADDITION OF SUL'AREi=n TC MAINLINE FEr'+t( FLCW~::<:..:::::: ------------------------------1- -_----~_ -------f----------------------------------- 1U.:J0 fct+R RHIhJFAL~ iNTENSIT`f :IIVCH/HCURi 1. +"' SOIL CLASSIFICATION IS "P" UtJDEVELCF'ED WATERSHED F:UNOFF COEFFICIENT = .Sti'~2 SUBAREA AREA{ACRES) = 10.50 SUBAREA RL'NCFF(CFSi = 6.'>>: TOTAL AFEA(ACRES> = 1514.35 TOTAL RUNOFF(CFS7 = i5S0.64 O TC {MIhli = 24. 15 aF atat ~aFat~~~;t aeae;<at<at ~-aF at at~tat x-atat ~-x~-aEa< F+tat~ at-~+rat+Fat+e+r~aF iFatat~ii~~r' -rit+t*+t aFaraFit~tt~ iF~at~tat~--kat,ratata-at-at at FLOW PROCESS FRt7M hJCDE 2.Gi% TC h10DE 1.00 IS CODE _ ---------------------------------------------------------------------------- ,,.:%CCMF'UTE FIF'EFLCI+I TF:A'JELTIME THRU SUBAREH:<<;_~. ,,.;:USING COMPUTER-ESTIMATED FIPESIZE iNON-PRESSURE FLCI+Ii:C<:C~:: L'EF'TH CF FLCIJ II'J 125.?> ItJCH F'iPE IS 49.7 ItJCHES F'IF'EFLOW 'JELOCITYfFEF_T/SEC.') _ ~~.6 UPSTREAM NODE ELE`•.'ATIOhi = 72.00 UOWI`JSTREAhI hJODE ELEb'ATiLiV = 65.00 FLOb;LEtdGTH(FEET> = 3C>~%.ixi MHiJNING'S N = .01' F_~TiMATED FIFE DiAhJETER(INCH) = 126.OCr NUMb'ER OF F'IF'ES - 1 PIFEFLOIJ THRU SUBAREA{CFSi = i55t:;,64 TF;A'JEL TIME{MIhJ.i = .59 TC'(MIi~I.) _ "24.74 tae ~t r a:.t; .x.-kx..kae z~ at,-at ~ a:atat-;~ aEat #x ~-at ~e atir-rt+Fata~+it-;t at ~~x-aeaFae ~atat;tatat-at+F+ratit>-~tt+t ~i ~tt~<~+Fatatataeat ~taeitaF it~itaF FLOW PROCESS FROM hiuDE 2.00 TO NODE 1.00 IS COLE = c __ ,. ,% ADDITIOhi OF SUBAREA TO MAINLINE F'EAk: FLOW<::::<;;<<:; 1~_r.00 YF_AN F:AiNFALL IPJTEhISIT`((INCH/HOUR) = 1.~'~%8 SOIL CLASSIFICATION IS "B" Ct7MMERCIAL DEVELOPMENT RUh10FF COEFFICIENT = .8500 O SUBAREA AREA (ACRES) = 12..3t:r SUBAREA F:tiNOFFtCFS> = 13.84 TOTAL. AREAtACRESi = SS2b.6~ TOTAL RUNOFF{CPS) = 1674.53 q•z ,.. %:::TRr;VELTIME THRU a1JaHhEa<:.<.<:,:.':. UPSTREAM NGDE ELE'•JATIGIV = 80.00 O DGWNSTREAM NUDE ELEVATION = 06.00 CHAh1hiEL LENGTH THRU SUPAREAtFEETi = 35~).~?0 CHANNEL SLGFE _ . ~>571 CHANNEL BASE{FEETi = ?. SO "Z" I=ACTOR = 5.000 MANNIN6'S FACTGR = .030 MAXIMUM DEFTH(FEET7 = 10. u0 CHANNEL FLOW THRLi SUPAREA(CFS7 = -4i.~:>1 .FLEW VELOCIT'r(FEETiSECi = 1.58 FLGW DEPTH(FEETi = 1.7U TRAVEL T1ME(h1iN.) _ .4o TGiMIt9.i = 15.21 :e'.k=rtiF~-e%~tieyi-s.:: k#tiE:tik~ie ziFxii~~e~'k#z-ie~a#-l-s ik xir~7.t-ik4lkiFit~F'kiFtiFikikiFikiF-%-iF#tih~1F'.E'kiktittikik*ikik'kiF-+=iFiktikikiF~ii## FLGW F'FtiCESS F,ZGM NODE 4.Oi> TO NGDE 3.uO.IS CEDE = Z ---------------------------------------------------------------------------- ;>ADDITION OF SUPAFEA TG MAINLItdE PEAk: FLEW<::=:: ::; :'; --------------------------------------------------v - ii>.i?O `(EAF F:HNFALL. INTENSITYritJCHiHOURi = 1.~~9^ SOIL CLASSIFICATION IS "e" UtuDEVELOFED WATERSHED RUhiDFF COEFFICIENT = .5792 SUbAriE^r. AREA(ACRESi = 4.20 SUP•AREA I;UNGFF(CF8) = 4.0ij TOTAL AREA(ACF.ESi = i5.'Si) TOTAL RUNDFF(CFSi = =45~.a1 TC(MINi = 15.2i ####iF~# ~ it#r#'.i-.~#i:r###~3:-~~x.-#;e #:.:}#r' -x~r' #~IEt~F xik'k~R;P-0kik it 4~ciFiik'.E;k~r: ik;F iFiFik~x-~x-~#~s i.-Pik-1i-~~r ~,~F~~-r. ?t;k FLOW PRGCESS FnOM MODE 3.00 TO NGDE ~.~%~> IS CGDE = 1 ---------------------------------------------------------------------------- ;:%DESI~NATE IhiDEF'Eh1DEiVT STt<.EAM FOR CGNFLUENCE:::<(.:<::::: O TOTAL NUMBER GF STREAMS =__~ _____________________________________________ CiuNFLUEtdI=;E VALLiES USED FGF; INDEF'EtJDENT STFEAM 1 AF.'E: TIME GF CONCEhiTF:ATIGi•J(MIN.i = 15.21 RAINFALL INTENSIT'f(INCHlHRi = i.S9 TG1AL SIREAt1 AREA(ACRE~} = 1':~.SO F'EAk: FLO!~1 F.:ATE(CFSi AT CGhdFLUEtJCE = 345.01 #-#~'xiF#3k~lF'k####~i ~ ~~iF##~l.-~cs:k iF ~k i:-'k ik~ik ik#-#~ie~r###-il-<ik#tik'I~iF'.k#-ie iF-k=k iFiF iE#~3k7i-ik+r #'k~r#~#tik~'!.-ii~~ie# FLEW PRDCES~ FROM NODE 4.'t% TO PiODE 4.30 IS CGDE = 7 ---------------------------------------------------------------------------- .: ;~:_~USER SPECIFIED Fi`rDRGLOGY INFORMATION AT NCUE=::<::~::~~:: _: __USER-SPECIFIED 'JALUES ARE AS FOLLOWS:-- TC(MIi•!i = ~-.00 RAIi^i ItJTEi•iSIT'r`(iNCHiHCURi = i.3S TOTAL AREA (ACRES i = 1427. !:)O TOTAL F:UhiOFF (CFS i = i-3'9. C0 tip' z#',F'.k #-1F 4ik ~ ice. "3lz#;L':k ~: }-)rikxx#a##ikxY z###:`#ik ~k'k-ki4'.R~.F-.!!'iF'f(".(-'Ik'iF'l''h#-IF-IFYk'k-1k'ItiFiF itik~='~F-x #'if'iktik-){'ik'k FLOW F'ROCES:~ FROM iJODE 4.30 TO NGUE _.~>i> IS CGDE = Si :::COMPUTE IFiAF'E:.OIDAL CHAhJhiEL FLGW:::;1::<:::'. ,. ,,:%TRAVELTIhiE THRU SUPAF;EA<:::~ :: ::: --I- r ------------------------ --- "P.~T~;EAM NGDE ELE'JATIGhJ 80.00 GGWIJSTREAt1 tduDE ELEVATION = 00.00 O CHANhJEL LEPJGTH THF;U SUPAREA(FEETi = 300.0% CHANPJEL SLOPE _ .ObS7 CHAtdNEL PASS (FEET) = 7.50 ~" FACTOR = 5. C)i.>i> 3`1 MANNIh1G'S FACTOR = .O~U MAXIMUM DE~'TH(FEET) = SU.Ut? _ CHANNEL FLCW THFU SUE+AFEAiCFSi = 1~'9.UU FLOW VELOCIT''!(FEET/SEC> = 1>.Ui FLCW DEPTH (FEET) _ ?.08 TRAVEL TIME(MIN.> _ .Eb TCiMIN.i = C7. C6 O ##;E#*##-K-##;e;~-#-w~~##;a;t;t;t####at#*;E##;r######+#;e*####+E###ar;r #~a~-###;F;F###;e#######;~-#;c;r# FLOW PROCESB FROi1 NODE ~.UU TC NODE =.UU IS CODE = 1 > ~ DES I GNATS I NDEF'ENDEPJT STREAM FDR CONFLUENCE ; «<; ::. ,: . AND CCMF'UTE VAF;IOUS CONFLUENCED STREAM VAWES<::<=::<;«: ------------ TOTAL NUMBER DF STREAMS = CONFLUENCE VALUES USED Fun INDEPENDENT STREAM ? ARE: TIME CF COl'JCENTRATION(MIN.) _ ~?.26 RAINFALL INTENSIT`r(IPJCH;HRi = i.3; TOTAL STREAM AREAiACRESi = 14~7.UU PEA):: FLOW RATE tCFS) AT CONFLUENCE = i.'9.~>Ci ## CCNFLUENCE DATA #~ STREAM RUhJCFF Tc INTENSITY ARE;; NUINBER (CFSi ('MIN.) (INCH/HOUR) iACRE) 1 _~i5.6i 15.2i i.S9_ 138. 8U i9.t.:i1 1.Cb 1.-_.` 1427.Ui1 ####-rR#-r##-~~# t~##,r#######~x-########tJARhi I iVG+t######~-#####,t;~-k##########~+r## st## IN THI5 COMPUTER PROGRAM. THE CCNFLUENCE VALUE USED IS BASED CN THE RCFC~<WCD FORMULA CF PLATE D-i AS DEFAULT VALUE. THIS FCRMULA WILL NOT NECESSARILY RESULT iN THE MAXIMUM VALUE OF FEAf'; FLOW. ##~e:-#ii -4'x#+F#############~ii~####-iE#~x-+F#####ih#ir###iF~x-##aE##iE#-lt###i4###i~xie####ic####i:-{+~ RAINFALL IiVTEhJSIT'r AND TIME CF CCtJCENTRATIOiV RATIO O CCNFLUENCE FCRMULA USED FOR _ STREAMS. #-~ F'EAk: FLOW FATE TABLE ## STREAM RUNOFF Tc h1UME<ER ICES) iMIN. ) 1 i092.8~ 15.1 1'Je~'.b! ~/.i6 CCMPUTEU CutJFLUENCE ESTIMATES PEAK: FLOW RATE(CFS) = 15a'?. TOTAL At;Ert(ACRESi = 156:,.81:% 1 h1TETJ5 I T'i (INCHiHOURi 1.89 i.'~? ARE AS FuLLOWS: # ~ #a; ###'.E##'~ ####ie####iF-ie~-k#-JE###;t##i~###ii*###-1F ~Iti.~-k##-%#?4 i~i}iF-R f~##it#K-+-E T### ~`iF#-+;Er#tr~,T-# FLOW F'RUCF_SS FF:OM NODE '. 00 TC NODE ~.10 IS CODE = 51 .::-COMPUTE TRAPEZOIDAL CHANhJEL FLOW:<::<: ,. .: TRAVELTIME THRU SUBAREA<::<:•::i UPSTREAM NODE ELEVATION = 82.Ou DOWtJSTREAM NODE ELEVATION = 65.1>0 CHANNEL LENGTH THRU SUBAREA (FEET) = TUO.OU CHANfdEL SLOPE _ .U567 CHANtJEL BASE(FEET7 = S.1?U ~" FACTCR = S.UUU MAhJhiING'S FACTOR = .o'c, MAXIMUM DEPTH (FEET) = S.UU CHANNEL FLOW THRU SUBAREAiCFS7 = 1584.ti7 O FLOW VELOCIT'i(FEET/SECT = 18.65 FLOW DEFTH(FEETi = x.41 TRAL'EL TIME(hilN.i = .^7 TCiMIN.) _ x'7.5' 4D 1. - ################################################################~######~1F#### O --FLGW-F'kGCESS FRGM-NGDE-----9_uO-TG-NGDE-_---9_10-IS-CGDE = 1 .-:??DESIGNATE INDEPENDENT STREAM FGR CGNFLUEAJCE<:<:::<:: --------------------------- ------------ -- TGTAL NUMPER GF STREAMS = _ CGNFLllENCE VALUES USED FGR INDEPENDENT STREAM 1 AkE: TIME OF GOhJCENTF.'ATIOtJ iMIN, i 21.07 RAINFALL INTENSIT`r(INCHrHRi = 1.58 TGTAL STREAM AF:EAiACRESi = 29.3 PEAL: FLGW Fii=+TE~:CF~i AT CDtJFLUENCE _ _5.T ###-IE#######iE-t#r####t4~!-it#-'r. #-(-##iEiE i!###'i.-##~ii###i'#~########+F z~£#-It-##iF?F ktiE=k###-R-.E#-£#~:«4-E FLOW PRGCE~S FRGM tJGDE 5.00 TG NUDE 7.00 IS CGDE _ ~_ :::.RATIUN:;L METIGD INITIAL SUFr;iiEf+ ANALYSIS +;<:f'::<: ~',a~UMEU ItJITIAL BUPAkEA UNIFGRM DE'JELGF'hiENT IS CGMMERCIAL TC = i<::#C iLEPJGTH##=:! iELEL'ATIGhi CHArJGEi ~##, i N I T IAL SUPAREA FLGbI-LEiVuTi-i = i U00. C;i % UF'BTREAM EL.'•iATIGN = 99. vi; DGWNSTF:EAM ELE'JATIGN = 57,66 ELEVATIGN DIFFEREhiCE = 12.00 TC = .~0.-#Ci i0i~0.np##.~iii 1~.n0i]##.2 = Si.b3~ lO,ti~i ~•iEAR kAINFALL INTENSITYtINCH:HGUF'i = :'.15'3 SGIL CLASSIFICATIGN IS "P" O CGMMERCIAL DEVELGFhiENT RUNGFF CGEFFICIENT = . 8769 SUPAREA RUNGFFiCFSi = 1b. b2 TGTAL AREAiACRES> = 8.70 TGTAL RUNGFFt CFSi = ib.62 ######### i~icie#?{~###iF##4-)f#######if#iF####-!#~ ##if ##-ti###############if#{## :E#ie### ~-# kiEii-iE FLGW F'RGCESS FROM NGDE 7.66 TG NGDE 9.16 IS CGDE _ ._ =CGhiF'UTE F'1PEFLuW TkAVELTIME IHRU SUPAREA<::<;<:<:~ ..: ::USINti CGMPUTEF:-E'ETIMFiTED F'IF'ESIZE iNGN-F'kESSUF;E FLOW/-<::<::<:-: ---------------------------------------------------- ---- DEPTH GF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPEFLGW :'ELGCIT`,"iFEETlSEC.i = b.~ UF'BTF:EAM NGDE ELE'•iATIGN = x•7.60 DOWhiSTREAM h:GDE ELE'~:ATIiitJ = 'a5.!7+> FLGWLENGTHiFEET1 = -i;ii,0t% MANNING'S N = .013 ESTIMATED F'IF'E DIAMETERiItJCHi = 24.06 NUMPER GF PiPES = i F'iFEFLOW THRU SUPAREAiCFSi = Sb.b2 TFAVEL Ti MEiMIN. i = .77 TCiMIhJ. i = 12.4% ############### ###%riF#{.#~r##iF#~iE;a#iF######ir;F####iF##'..•###-e ir#########4#iFE###dF4-z##i'# FLOW PROCESS FROM NGDE 7.00 TG NGDE 9.16 IS CGDE = 1 ?:%uEBIGNATE INDEPEtDENT STREAM FGR CGtJFLUENCE<<;<~<:: .. . ;_:: AhJD CGMF'UTE 'JAR IOUS CGNFLUENCED STREAhi 'JALUES: <;<::; { ____________________________________________________________________________ O TGTAL NUMPER GF STREAMS = 2 CGNFLUEh1CE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF COh1CEhJTRATIONiMIN.i = 12.40 3~ kAINFALL INTENSIT'f(INCHiHki = 2.12 TOTAL STREAM AREA (ACRES) = 8. 7u FEAT( FLEW RATE(CFS> AT CONFLL'EIVCE = ib.b2 _ +* CONFLUENCE DATA ~* O STREAt9 RUNOFF Tc INTENSITYf AREA NUMEtER (CFS) (MIN.) iINCH/HOUk) (ACRE) i 35. 7J 21.IJ7 1.531 ~9. JJ _ ib.b2 12.4! 2.117 y-7if iF~r-R;~~*~r* ~x-~~*~~f-~r*~~-k**-max*~* * *~-~r*~!f~i.JARN I NG~r ~-~;~ x~x-~~;t~r,r~xiart~~r+rx~-~* xa~x~;~-~r.x~~ IN THIS COMPUTE:=: F'ROORAM, THE CONFLUENCE VALUE USED IS PASED Ghl IHE RCFC°!WCD FORML!LA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NGT NECESSARILY kE51JLT IiV THE MAXIMUM VALUE OF PEAK: FLEW. ~a~~~~ ~~~x-~ x x-~~~*-K-#~--~a~.f.~f-,~af~~!f~~ ,r;F*~ ~x;~+x~*~-~f oaf-~~>~~ ~--~~r*x;t* a~!f~~r~*+-x-x~-aat~~±f-~* ~-~~* ' RAINFALL INTENSITY AND TIh1E GF COiVCENTRATION RATI-~ CONFLUENCE FGF:hIULA USED FGR 2 STREAMS. ++ PEAk:: FLOW RATE TAE+LE +~* STREAM kUNOFF Tc INTENSITY i'JUMEER (CFS) (MIN.i (INCHiHDURi i _7.eJ 1~.4t> _. 11: 4a. 14 <1.:!7 1.51 COMPUTED CGhiFLUENCE ESTIMATES ARE AS F~LLGWS: F'EAI< FLOW RATE(CFSi = 48.14 TctMIN.) = 21.0' TOTAL AF,'EA(ACRESi = 33.05 *~-*-x~~~it-;[~~r ~~if-it~*•!i-it ~~ it?t*-r~at x-~~~-r'~x-its-!~*;~~+~+~-~~r-~~x-of-~#~~rt ~-~;~ ~~~x~rr~ at~f-it-+e~*~~t~i-~* ~ *-~ FLDW PRGCESS Fkuh1 NGDE 9.10 TD NODE 2.lif IS CODE _ ~~ ;::?r_DMFUTE P I FEFLGW TRA'JELT I ME THRU SULiAF:Er;<::.~::::::: <: .::%USING CONFUTER-ESTIMATED PIPESIZE iNDt•1-PRESSUkE FLGW7<;<,:i.<:< DEPTH DF FL04J IN 27.i> INCH F'IF'E IS 18.4 INCHES F'IF'EFLDW VELOCIT`(iFEETJSEC.i = ib.7 UPSTREAM NODE ELEVATION = 85.f'~? DOWNSTREAM NODE ELEVATION = 6.00 FLCWLEhJt;TH(FEETi = SiS.OC> MANPJiN~'S N = .~%13 ESTIi`tATED PIPE DIAMETER(INCHi = 7.00 NUMi3ER DF PIPES = 1 F'IF'EFLGW THRU SLibAREA(CFS) = 48.14 TkAVEt T IhiE (M1N.) _ .52 I C (MIhJ.) = 21.59 iF###?F~F' iFZ.F" #iiE iFirir##iFie~ 1F'xiFi!' # ~iF?F ~1F-T-R-0F itiFiF-It~~lk~leic ~R'X~EaF is ii~~%+F ~Y.- Y-iE ~r .T=i iii;-ai~,x-##-R iF i Y-!!iF x~ X~-1F,T' r iE'.Ei!~'k FLOW PROCESS FROM h1ODE 4.!ii! TG hl~!DE 4.UO IS CDDE = 7 i>USEF; SPECIFIED H'fURGLGG`r ItdFGF;MATI~7N AT NGDE<: i ::<:::: USER-SPECIFIED VALUES ARE AS FDLLGWS: TC(hilPJi = 14.75 RAIhi INTENSIT'fiIfJCH/HOURi = i.92 TOTAL AREA(ACRES7 = 134. b0 TOTAL RUNGFFlCFSi = 341.Oi ~~t~~~~*+t~~iex~*~s+e ~r*~~*-r' -!~ac~*t*~~~t~~~et;t~~etx-~~~!e~*-~-a-*~,rit~*+6rt~-~r*~~tit~+ta~*t~~~~--x-r' FLDW PROCESS FROh1 hJODE 4.00 TO NODE =.~!0 IS NGDE J1 ,. ,::%CDMF'UTE TRAF'EZOiDA1_ CHANNEL FLGW<::<;::; 38 ASSUMED INITIAL SU6AREA UNIFORhi ~: DEVELGF'MENT IS SItJGLE FAMILY (il4 ACF,'E) TC = K:#I (LENGTH##3):(ELE'JATIGN CHANGEi7#*.' O INITIAL SUPAREA FLOW-LENGTH = COO.!?0 UPSTREAM ELEVATIGN = i51.0i? DGWtJSTREAM ELEVATION = 150.00 ELEVATIGN) DIFFERENCE = 1.00 TC = .393#C( 200,i?O##3)/( 1.U0i7##,2 = x.4.31 14.00 YEAR RAINFALL INTEhiSIT`((INCH/HCUF:) = 2.46C SGIL CLASSIFICATIGN IS "P" SINGLE-FAMILY(i/4 ACRE LGTi RUNOFF COEFFICIEiVT = .7.557 SUPAFEA RUNGFF(CFS) _ .47 TOTAL AF;EA tACRESi = .25 TGTAL Ri;hiOFF (CPS) _ .47 FLOW F'F,'GCESS FF:GM NGDE 1'. OU T O NGDE 12.00 I'd CEDE = c _. ... ;::COMPUTE STF;E_TFLGW TRAVELTiME THRU SUbAREA=;<::<:'_;<; -------------- -- -- -------------------------------------------------------- UPSTF:EAM EL-L'A I I GN = i 54. Q0 DGWtJST1=;EAM ELEVA I UJhI = i C4 . vU STREET LENGTH(FEETi = 1450?.C?i? GURb HEIGTHCINCHE'Si = 6. STREET HALFWIDTH(FEETi = 18.00 DISTANCE FR.GM CRGWN TO CROSSFALL SRADEI~REAK = ii.o4 IhdTERIOR STREET CROSSFALL(DECIMALi = .OCC? OUTSIDE STREET CRGSSFALL(DECIMAL> _ .020 SPECIFIED h1UMPER OF HALFSTREETS CARRYING RUhiOFF = O ##TR:AVELTIME CGMPUTED USING MEAtJ FLGWiCFS) = 7. C1 STREETFLGW MGDEL RESULTS: STREET FL_GWDEF'TH (FEET) _ .34 HALFSTREET FLGODWIDTH(FEETi = I4. 52 AVERAGE FLOW VELOCIT'r(FEET;SEC.i = 2. v4 PRODUCT GF DEPTHY<VELOCIT`f = .49 STREETFLGW TRA'JELTIMEiMIN> = 8.21 TCiMINi = 17.64 14.00 YEAR RAINFALL INTENSIT'f(INCH;'HGURi = 1.744 SGIL CLASSiFICHTiOhJ IS "P" SINGLE-FAMILY(14 ACRE LOTi ftUt•JGFF COEFFICIENT = .-311 SUPAFEA AF:EA(ACiiES) = 10.34 6UbAREA RUtJGFF(CFS1 = 1.3.1-: SUMMED AREA iACRES i = i ~? . S TOTAL Rl ~i~JOFF (CPS) = 13.60 EhJU GF SUPAFEA STREETFLGW HYDRAULICS: DEF'TH(FEETi = .40 HALFSTREET FLOOD'W1DTH(FEET) = 1=.5C FLGW VELGCIT'Y(FEET;SEC.i = -. 45 DEPTH#VELOCITY = 1.37 #######-iF#####i~~F##<##~iFiE####iFiF####'#-#####:E it k'k#*#~k#:f###1~#=e iF ~Y.-~r#'l.4##-t i'.EZ#-.'.'~#'.E#"=-sE# FLGW F'RGCESS FROM NODE 12.04 TG hJODE 11.CJi% i~ CODE _ ,..))CONFUTE F'IFEFLOW TRAVELTIME THRL' SUPAR:EA:;<:::~: ,;>>USIhJG COMFUTEF;-ESTIMATED PIPESIZE (NOhJ-PRESSURE FLOW) ::<r<;<::_:: ------------------------------------------------ DEF'TH OF FLGW IhJ 18.0 IhJCH WIPE IS 12.1 Ih1CHES FIF'EFLOW VELGCIT'Y(FEET/SEC.) = 14.6 O UPSTREAM NODE ELE'JATION = 124.00 DOWPJSTREAM h1GDE ELEVATIGN = 103.v~? FLOWLENGTH(FEET) = 75?.OV MANh1ING'S hl = .013 ESTIMATED PIPE DIAMETERiINCH) = iB.OC? tfUMPER CF FIFES = 1 ~~ PIPEFLOW THRU SUBAREA(CFS) = 13.61% TRA'JEL TIME(MIIV.) = 1.16 TC(MIN.i = 13. a0 FLOW PROCESS FROM NODE 1 ~. ~ r0 Td NUDE 1 1. ~ rir I S CODE = 8 ,>ADDITION OF SUBAREA TO MAINLINE FEAk: FLOWt:<::<.<;< 1r7, irCr 'fEAR R(-iINFALL INTEIvSIT'f :INCI-':/HOUR) 1.684 30IL CLAe3SIFICATION IS "B" SINGLE-FAMIL'f(1:4 ACRE LOT) FUNOFF COEFFICIENT = .?274 SUBAREA AREA(ACRES> = 6.8u SUBAREA RUNOFF(CFSi = 8. " TOTAL AREAiACRE3) = 17.3 TOTAL RUNGFF(CF3) _ ~1.'-7.- TCiMIN) = 13.30 FLOW PF;OCESS FROM NOL'E 11.OU TO PJODE 9.00 IS CEDE _ - ,: :%COMPUTE PIF'EFLOW Ti<AVELTIME THRU SUBAF;EAS<::<(:::::: ?:%USIN6 COMPUTER-ESTIMATED ----------- PIPESIZE t?JOtJ-PRESSURE FLOWi<::<::<::<::<:: ----------- ---------- ------------ ----------------------------- UEPTH OF FLOW IN 27.0 INCH FIFE IS ~ --- .4 IfJCHES F'IF'E;=LOW 'JELOCITYiFEETiSEC.) = 6.3 UPSTREAM NODE ELEVATION = 103.UU UC~a1P•iSTREAM NODE ELEVATION = 93.f~U . FLGWLEiJr:THiFEET) = 3iiU,i;ir MANNIhJ~'S N = .01.3 ESTIMATED F'IPE DIAMETER(INCHi = 27.Ui1 hIUMBER OF PIPES = 1 F'IPEFLOW THRU 3UBAREA(CFS) = 21.9' TRA'JEL TIME (MIN.) = 1.96 TC(MIN.i = 2U. 76 O ##-1t#ie## k#-k###iir######ir##~1F#R#iE 1r#########ie###~%'~'######'.tiE######iFie ~IF#'R#iF#d-###'i#### FLOW PROCESS FROM NODE 1U. 00 TO NODE 9.OU IS CODE = 3 ---------------------------------------------------------------------------- ,::%ADDITIOhi OF SUBAREA TO MAINLINE F'EAk: FLOW<;<;<,« iir.C:ir YEAR kAIh1Fr,LL INTEN^ITY(INCHIHOUa~ii i..5v4~ SOIL CLASSIFIr_pTiON IS "B" SIhiGLE-FAMiL`!(1:4 ACRE LOT) RUNOFF CGEFFICIEPJ7 = .721c SUBAREA AREA(ACRES> = 12.i:C? SUBAREA RUNCFF(CFSi = 13.50 TOTAL AREA(ACRESi = 29..'S TOTAL RUhJOFF(CFSi = 35.73 Td (MIN) = 2U. 76 #####'.t#####?:#####iii'ca-i'riF######iiFaF#~1E',F'x#'k<R xi~c'.F#iE###'.: 'lr iE iF#'i. ##'i-'.e'i. s####i~i.~ai'.t#'k#~i~'#',^?es iF FLOW PROCESS FROM NODE 9.UO TCiiVODE `i. 10 iS CODE _ ---------------------------=-----------------------------------------=------ ;:?COMPUTE FIPEFLGW TRAVELTIME THRU 5ULtAREA<:::<::_::<:: ,,.%;USING CONFUTER-ESTLMATED PIPESiZE (NON-PRESSURE FLOWi<:::::<<:: ---------------------------------------------------- DEF'TH OF FLCrW IN 24.u INCH PIPE IS 15.9 INCHES PIPEFLOW VELOCITY (FEET/SEC.i = 16.2 UPSTREAM tJGDE ELEVATION = 98, r.>i> DOWNSTREAM riODE ELEVATION = 85.OU ' FLOWLEtJGTHtFEETi = 3Crij.i7ij MANhJING`S N = .~>13 ESTIMATED F'IPE DIAMETER(INCH) = 24.C%u NUMBER OF F'IF'ES = 1 O PIPEFLOW THRU SUBAREA(CFS) = 35.7= TRA`JEL TIME (MIN.) _ .31 TC(MIh1.1 = 21.~r7 3~ ----------------------------------- TOTAL NUMBER OF STREAMS = _ CONFLUENCE VALUES USED FOR INDEF'ENDE'rJT STREAM ~ ARE: O TIME OF CGNG.ENTRATION(MIhJ.i = ii?.7 RAINFALL INTENSIT'!(INCHiHR) _ .2'~ TOTAL STREAM AREA(ACF.ESi = %.8i> F'EAY: FLOW RATE(CFS) AT CONFLUENCE = 15.59 'k##iF#####'A~####-!#####ir#~K-t########~r#iF#it#xletiEiF#'k-lr###~?t####'.EaFit##1r###' ##}.?c####+F+F#~Jr'sri FLOW FRGCESS FROM NODE 1'.OU TO NODE 16.OU IE CODE _ i ,..FATIUNAL METHOD iNITI~L SUBAREA AAJAL`(SIS<::<:;:::< ------ -------- ASSUMED INITIAL SUBAF;EA UNIFORh1 DE'JELGFMEiVT IE SINCiL'E FAMIL`f (1:'$ ACF.'Ei TC = k::#C (LENGTH##.?) / (ELE'JATIGfJ CHAhIGEi 7##, ^,' iNITiAL SUBAF;EA FLOW-LEiJ6TH = iUOU.v~? UF'STREAP9 ELEVATION = 118.UO DOWNSTREAM ELEVATION = 1~'>2.!>~? ELE'JATIGFJ DIFFEREhJCE = 16.00 Tr_ _ -=y.-#C( 1!>p?. r_i~i#-z.=): ( ib. ni?1 ]#~._ = 1y. CE: 10.x.?i1 `/EAR F:AINFALL TNTEh•ISITY(iivCHiHGUR) = 1.96 SGIL Ci_ASSIFICATIGhJ iS "B" SIhJ6LE-FAMiL't (1: 4 ACRE LG T :! h:LJiJGI=F CCEFFICIEiVT = .7434 SUbHh:tt; RUNOFFiCFS) = i.~8 TOTAL AREA(ACF:ESi = 9.IG TGTAL KUhIGFF(CFS) = i'.8 s ###+#~!' #r. ###'.: ~ i=?--X~Y-#######~-###1F'£#f=i##ri####?F'i-=#'.F####-likiF#~7F's###~': ######riw ~k#i(-z ~i#'.t!- O FLGW FRGCEBS FROM NODE 16. U0 TO NGDE lc.~?i? IS CODE = 1 ---------------------------------------------------------------------------- ::DESI6h•IATE INDEF'EhJDENT STREAM FGF; CONFLUENCE=:G<:<<:: >~Ah1U CGMF'UTE VARIOUS CGNFLUEiVCED STREAh1 VALUES:<::=: :: •:: TOTAL NUMBER GF STREAMS = _ CGhiFLUENCE VALUES USED FOR Ih•iDEF'ENDEhJT STREAM ? ARE: TIME OF COtJCEhdTRATIOhJ(MIN.i = i4. 23 RAii~1FALL IiVTErigiTY(INCH/F!R) = 1.96 TGTAL STREAM AREA (ACRES) _ =:'.1'? FEAT; FLOui RRTE (CFSi AT CC~piFLiJENCE = 13.2 #x CGfJFLUEhdCE DATA ## STREAM RUhJGFF Tc iNTEh7.=iTY FiRtF; hJIJML~ER (CFSi (hlIh!.? (IiVI..H~HGUR? (ACF;E? 1 1 .-9.68 14.1.?5 1 . 9 61 . 7i _ 13. ~8 14. ~' 1.903 9. i•? #at;F;e4~r.-#~#~xt~=~z-~,e#~t+-K-#####xt;r# s+=-?~WARPd I yG#####-?t###~x-######~;e##;i~,c ~-=--zx-x-~-f #~~# iN THiS COMFLiTER F'PO~RAM. THE CONFiUENCE VALUE U=ED IS BASED Ohd THE F;CFCB<WCD FORMULA GF FLA t D-i AS DEFAULT VALUE. THIS FOF.hiUl_A WILL NOT NECESSARILY RESULT Ihi THE MAxIhiUM VALUF_ GF FEAk: FLGW. ##### A'i'r####'M-if#####'l"k'j!'iF if####'k#-ir.Y'4: ±~i(~'k'k##~E{#i1'###'3F#{ # ~'i('#?#i4-lf #'/.'t ~{~f -Y. ie'e jF #'l'-~'F###'Y.'## RAIhJFALL INTEhd:~ITY AhiD TIME LiF CG!'JCENIF.'nT1GN RATIO CONFLUENCE FORhiiiLA USED FGR STREAi•iS. O ## F'EAk; FLOW RATE TABLE ~# STREAM RUl'•JOFF Tr_ IiVTEhJSITY NUMBER (CFSi (MIN.i (INCH.'HGURi _ 1Sti.C'4 14.1+5 1.'P77 16F,.34 14.2 i.%~ O COhiF'UTED CONFLUENCE ESTIMATES ARE AS FGLLOWS: PEAk:: FLOW RATEiCFSi = iS6.24 Tc(MIN.) = i4. o5 TGTAL AREA (ACRES) = 78. b0 ##########tit#####iF###iE######tiF##iFiF##+r#######iF#######a+F#i~####'f-#+-x####}##r#x## FiF FLOW PROCESS FRGM NGDE i6.L>i+ TG NGDE 14.00 IS CEDE _ _ :COMPUTE F'IF'EFLGW TRri'•JELTIME THRU SUBAF;EA=:-` :::<: >USINC; CGMF'JJTER-ESTIMATEL• FIPESIZE (NON-PRESSURE FLGbii::•. . -------------------------------------------------------------- ----- ------------------------- DEF'TH GF FLOW IN 45.0 INOH PIPE IS _=.7 INCHES PIPEFLGW 'JELOCIT`r`•iFEETiSEC.i = 15.7 UPSTREAM NGDE ELE'JATION = i0'~.00 DOWNSTREAM NGDE ELE'JA11UN = 54. U0 FLOWLEN~TH(FEET} = 70,00 MANiJIN6`S N = .01- ESTIMATED PIPE DIAMETEF.(IPJCH) = 45.C%O NUMBER GF FIFES = 1 F'IPEFLGW THRU Si.1BAREr'n(CFS) = 16a."~4 7RA'JEL TIh1F_(MIN.) _ .ol TCtiMIN.'l = 14.7 ###########################################################-:F########ic##iE#### FLGW PRGCESS FRGh1 NGDE 15.00 TG NGDE 14.00 IS CEDE = 8 ,:.:%:%ADPITIOPJ GF SUBAREA TG MAINLINE PEAL: FLGW<::<:<;<::::: --1ti.i+Cr '(EAR RAINFALL SGIL CLASSIFICATION IS COMMERCIAL DF_VELGFMEhiT SUBAREA AREA(ACRESi = TGTAL AF:EA(ACRES) _ TC(MINi = Sa.7< I h1TEiVS I ~.8.. f-:L'NOFF 6. 7iJ FJ6. ~i+ fY(INCH!HOUR) = 1.Y27 CGEFFICIENT = .8cd.= SUBAREA RUhduFFiCFSi = 11.~'i TGTAL RUiVOFFiCFS? = 177.45 FLOW F'F;GCESS FRGM NGL-E 14.Oi; TG hJODE 14.10 IS CODE _ ---------------------------------------------------------------------------- ,:.::COMPUTE PIF'EFLOW TRAVELTIME THRU SUBAREA=::::<(C ,. ,:%USING COMPUTER-ESTIMATED FIPESi~E ihlON-FRES-•URE FLOiil)::<<:<::<: --------- ------- ------------ ----------------------------------- - DEF'IH GF FLGW IN X4.0 IhJCH FIFE IS 41.0 thJCHES F'IFEFLOW VELOCITY(FEET,'SEC.) = 1.7 UPSTREAM NODE ELE'~'ATIOhJ = b4. 00 UOWhJSTF'EAM NODE ELEVATIOhi = 8~.5~? FLOWLEtJBTH(FEET? = 15+:r.i%O MANNIhJ6'S hJ = .v1.° ESTIMATED F'IPE DIAMETER(INCH) = 54.OCi NUMBER OF FIFES = _ FIPEFLOW THRU SUBAREA (CFSi = 177.45 TRAVEL TIh1E(MIN.) _ .18 TC(MIN.> = 14.YC+ FLOW PRGCESS FRGM h1ODE 1..10 TG hJOPE 1?.C+O IS CODE = C1 ----------------------------------- ----------------- :RATIONAL METHOD INITIAL SUBAREA ANALYSIS:<;::<: 34- FLOW PROCESS FROM NODE i~d.40 TO NODE 18. 1U IS CODE _ _ ~.,. COMPUTE F'IPEELOW TRAi/ELTIh1E THRU SUEAF:EA<;< ~ :::~ ` USING ~OMFUTER-ESTIMATED PIrtSIZE iNON-PRESSURE FLUWi•::<:::::: - ------------------------------------ --------- DEPTH OF FLOW IN 45.0 INCH FIFE IS 3:,.6 IhiCHES PIPEFLOW VELOCITY (FEETi'SEC.i = 1~.6 UPSTREAM NODE ELE'JATION = 117.;.,0 DOWNSTREAM NODE ELEVATiChi = 116.00 FLOWLEN6TH iFEcTi = 1~~>. i!i! MAtdhilNG'S N = .01- ESTIMATED PIPE DIAMETER!IhJCHi = 48.00 NUMBER OF F'IF'ES = i PIF'EFLOW THF'.U cLEAREAfCFS) = 126.1: IRAL'EL I IME!Mlhi.) _ .2!% !C!MIN.) = 13.60 1~tjt-%-1F~iF#=E ms's ~!Ftie*z{ .jF ~iFiFiE jh ~e ~!' sY~ie #~7tt-R FiF+iF{}#~e-}f T'F-IEi.'-~iE'k#~iEiFiFxiEitit~kiF~~l~:.~~i'f.--iie~k-t-~li~a yi-+-i~:F Fi_OW PROCESS FRUhi NODE 18. 1i! IO NODE 18.1i> IS CGDE = i .:-%DESIi~h1ATE ihiDEF'ENDENT STREAM FOR CONFLUENCE<::<::<::: ,.:::>:AND COMPUTE VAF;IOUS COtJFLUENCED STREAM VALUES:::<:<:: :: --TOTAL tJLiMPER CF aTREA~!~ _ COhJFLUENCE VALUES USED FOR INDEPENDEhiT STF,EAM ~ ARE: TIME OF CONCEhJTF:ATIONiMIN.i = 1.=. b0 RAINFALL IiJIENSii''ftIhJCHiHR) _ ?. 01 - TOTAL STREAM AREin!Al:RE S) _ ~~. U PEAk:: FLOW RATE!CFSi AT COiVFLUEiJCE = i~b.l-, 11 COtJFLUENCE DATA kl O STREAM RUNOFF Tc INIcN6tT`f AREA NU'ME{ER !CFSi iMIN.) !INCH:HOUF> (ACREi 1 11.1:, 1'.65 ~'.i!94 7. ii! 12c.1? 13.60 ~.U13 5^. 70 ~-!e~~-~*-x~-k~+ar*~~~~+~!~-~-+->rx-x*-r~r*~~~~s;--zWARN I h~iG~x-!F*~-x~at-!F~~x-~~x~~r*~x~ **~!r-~!~-;:~~~x~~~+e*x-~>w IPJ THIS COMPUTER F'R06F:AM, THE COhJFLUENGE VALllE USED IS RASED ON THE RCFC?:WCD FORMULA OF PLATE D-1 AS DEFAULT 'JALUE. THIS FORMULA MILL NOT NECESSARIL'f RESULT IN THE MAXIMUi'1 VALUE OF PGAk: FLObI. TT?t ir-le~x-~1FaFiE ii-x~-!F-!Ef'kit+t iF ii~iFiF'iEiE 1F~!F iF iex~lE i!' ik-!F~R #r-r' ii-ae+l iF?F'kit-!c-k~~iEit-C'F'A i.'-~-F' iF iF ~7-##~'•e-;r-X~R3~iF~1r~k S:~ie RAINFALL IhdiE~•iSiT'f AtJD TIME OF CQNCEi'JTRATION F:ATI^ ~COtJFLUENCE FORMIiLA USED FOR _ ~TREAi-iS. 11 PEA.k:: FI_04J RATE TABLE ~* STREAiti RUhiOFF Ni;MBER iCFS) i __d.~l ._. 13.0.'~~/ COMPUTEv CUtJFL_'EhJCE PEAL: FLOW F:ATE!CFS) TOTAL AREA!ACRES> _ Tc !MIN.i 1.'.65 i=.b<! ESTIMATES = 136. 5S . 8+.i I ".'JTEiJS i Tl' iiNOH.'HOUR) _ . U'~ 4 2.013 ARE AS FOLLOWS: ~9 Tc!hiihJ.i = 13. b0 #kkkkl lk kit-:Eii-iF-x-#itiFitx-it lit itit #t-x-it'~it iF-!f ~x-it-x-itititiFie it*itit it itit~k;r 1~;F it;t it Tit iF'kit it'k it itit+!.+F ~'-iF it iti tic #'k!Ff FLOW PROCESS FF:OM NODE iS.10 TO NODE 16.01.! IS CGDE _ _ ---------------------------------------------------------------------------- O ..~:-COMPUTE PIPEFLOW TRA'JELTIME THRU SUBAREA<:~:<«: .:%%U'SING CONFUTER-ESTIMATED PIFESIZE iNOhJ-PRESSURE FLOWi<::<::::<: 3) DEPTH OF FLOW IN 420 INCH F'IF'E IS 3u.2 ItJCHES FIFEFLOW VELOCIT'f(FEET/SEC.i = Ly.~ U'P'STREAM NODE ELEVATIOt = 116.~K~ DOWNSTREAM NODE ELEVATiOhi = 10.3,00 O FLOWLEtJGTH(FEET> = 5~>U.C>i~ MAtJtJING'S hJ = .~>13 ESTIMATED FIFE DIAMETEk(INCH) = 4C',UO NUMBEk OF FIFES = 1 F'IFEFLOW THRU SUBAREA(CFS> = 136.59 TRAVEL TIME (MIN.) _ .45 TC(MIN.) = 14.05 iF#i:#iF###iFiFiF;Eie#####r##iF##iF 1F;FiF'.F+F;FiFiF4+F+FiF-IF##-1F-tF~"+F+r;E#x~e###iFik##+F#iF#iF~R+F i+~ #,r' ####a~k#4-+~ FLOW FkOCESS FRGM NODE 18.i~ TO NODE 16.00 IS CODE = 8 ,:>:ADDITIOhJ OF SUBAREA TO MAiNLihJE FEAR; FLOW<:=::<(<:<.: 10. t:~ii YEAk kAINFALL INTENSIT'(t INCH; HOUk) = 1.97, SOiL CLASSIFICATION IE "B.. SINGLE-FAMILYtli4 ACRE LOT) kUhJCFF COEFFICIENT = .7441 SUBAREA AktA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) _ ?. 79 TOTAL AREA (ACRES) = b1.70 TOTAL RUNOFF(CFS) = 134. b8 TCtMINi = 14.05 'k#xziiE-ie'.£'.Eii#-k-k####ii#####iE iFiE#tiri!' #iF~k 3.'-iF~R-k### T#iF#iF##'.i-###r. iF#'FiF#-IE iE#iF it'.F#tiEiF+4'r. +F##~F+t's r. tit+- FLO4i r'RU~E~~ FkOht NODE 16.~_~0 TO N01iE Sc.iu~ IS CODE = 1 ,.,-:%DESIGNATE INDEPENDENT STREAM FOk CONFLUENCE•::<'<:::<,: ----------------------------------- TOTAL NUMBER OF STREAhiS = _ CO'eJFLUENCE VALUES USED FOR IiVDEF'ENDE'rJT STREAM i ARE: TihIE CF GONCENTRATION(MIhJ.) = 14,!?;, O RAINFALL INTENSITY(INCHiHR) = 1.95 TOTAL STREAM AREA(ACF:ESi = 61,70 F'E;,k:: FLO4i kATE(CFS) AT CONFLUENCE = i39.6d jE ~F tjF>#4iE# ^-##-%iF'k9F'.F####~r.-jFjE-x-'k;Fif ie aF####;F#~4##iF~x-##if *#iF'k?E jF;FjF##itiE#+T' iFiE iE'.F##-)F##;F#iEiF-)F#iF;FtiF FLOW PROCESS FkOM hlODE 1'~.in? TO hJODE 16.C%0 IS CODE = 21 ----------------------------------------------------------------------------- ...?:RATIONAL METHOD INITIAL SUBAREA ANALYSIS<iC<-::~~: ASSUMED IPJITIAL SUBAREA UNIFuRt1 DEVELOF'MEhlT IS COMMERCIAL ~ TC = klr[tLENGTH##3);tELEVATIOhd CHAfJGE)7~-~~.C I hi I T I AL SUBAF:EA FLODJ-LEhiGTH = 1 ~ ~Oi~. 00 UPSTREAM ELEVATL=iN = 12i,~:i~ DOWhiSTREAM ELEVATION = 10'x.00 ELEVATION DIFFERENCE = i'~.CiO TC = .303#C( l0i~i~,i;i~~;Fi/( 15.i_~i;)7+F=.C = ii~.72d 2~:.U0 'TEAR RAINFALL IfJTENSIT`f(INCHr'HGURi = ~.~93 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUhdOFF COEFFICIEh1T = .a71S SUBAREA RUhJOFF(CFS) = 15.59 TOTAL AREA (ACRES) = 7.80 TOTAL RUNOFF(CFS) = 15.59 #*-ie;Fik'k'.F#it #'.He~!' #####.Y~###jej`iE##'R###iF#iE't;F-)F#'F#iF##dE#iF+~4+Y-iF#4iF',F###iE #;F.Y~iFa-x~-x~#;F~!' ~1FiR~]F;FiF:F#-F;F FLOW PROCESS FROM tduDE 15.00 TO NODE 16.00 IS CODE = 1 - ------------------------------r ,,,>DESIGNATE ItJDEF'EtJDEfJT STREAM FOR CONFLUENCE:<:<;<,< 32 Y.-~FiF?EiF :F #iF4?I~f iF:e #t'k#iEilieiF<leiciF'kiE;e-k~E#+e;i~iFiFdtiFil~#itiFiEiF#+titiFiFiFiF!?F'k'k-x~#~iriti4iF itit# ~i## ie,w~t~e-~F~. [-kyx F'ATiONAL METHGD HYDROLGG`r CGMF'UTER PRGGRAM BASED ON O FI~iEF;SIDE CGUNTY FLGGD COhiTRGL •°_< WATER CONSERVATIGN DISTRICT iRCFCB<WCDi 1975 HYDROLGVV MANUAL ic) Copyright 193'.-91 Ad+:anced Engineering Software ices) Ver. 5. 9D Release Date: ~:'C>9/91 Serial #963 Analysis prepared by: tJdSi LCWRY ENGIhiEERS Ah1D F'LAhiiVERS TEMECULA,CALIFGRNIA ~r~~~;r~~~-x.-x~-.,.r.~~x~~~~--~x~;+--k-~ae~- DESLRIF'TIGN OF STUD`r *;+-~~-xf~;t~x~;:~-e~x~~;~-~-r~~~+-:~~;s.;c~ 10 `tEAR E'v'ENI CrMF'OS VERDE HYDFiiILiiG`i AND F'RELIMT_NARY PIPE Si~ES ~ + FILE:CViii;i,DAT e tiFiFi(-'.iiE~t}#'k~ii-r#~-~tir#'.(-~iF-iF#iE~R-lf-~z-~riF4#-kiFie4+iE'k4if#iF-IF##iFiF%iF ~k-IEiE,T' iFiF~-IFiF# ldE~ei k'.t'.Fi~.f #-z (-# k FILE NAi"IE: C'Ji~;i>.UAT TIME%DATE GF STiJDY: 12:.3 5; bii'~91 USER SF'ECiFIED H'/UF:OLOG`r' AIVL` tiYTiRAULIC MGDEL IivFGRMAIIGhJ: USER SPECIFIED STORM E'JENTi";EAR) = 10.Uu SPECIFIED MINIMUM PIPE SIZEiIhiCHi = '.C>o SPECIFIED PERCENT OF GRADIEVTSiDECIMAL) TG USE FOR FRICTIOhi BLOPE _ .9~ 10-'FEAR STORM 10-MINUTE IhiTENSIT`riINCHIHOURi = ~.SO iq-YEAR STGF:M Sp-MINUTE INTENSITY(INCH/HOUR) _ .880 iOti-YEAR STORM iC>-MINUTE INTENSITYiINCH:HGUR) O = U.aaU 1i~iJ-YEAR STORM 60-h1IhlUTE INTENSIT'fiINOHiHGUR) = 1.~UC% SLGPE OF 1+=>-`rEAR INTENSITY-DiiRATIGhi CURVE _ .JJL+J7~1 SLOPE GF 1~iir-YEAR INTENSITY-DURATION CURVE _ .5~t9553o COMPUTED RAihJFALL INTEN~IT'f DATA: STORM E~iEiVT = 10.nU 1-HOUR INTEhiSIT'({INCH/ HGURi = .5538 SLGPE OF INTEh15I1'! DURATIGN CUR`JE _ .FJSU6 RCFC<WCD H''/DROLOG'r MANUAL ^C^-Vi;LllES USED NOTE: COMPUTE C~OhJFL'UENCE VALUES ACCGRDING TG RCFC°~WCD H'fPF.OLGt;"i MANUAL ANP IGhJGF:E OTHER OOhiFLUEhiOE OGMRIPJAT IOPJS FOR UGWhiSTREAM ArJHL'(('.CJ tttie iet#ii###ie#tti.-t;,*. ttxttt FLOW PROCESS FROM NODE ------------------------- .:?COMPUTE STREETFLOW --UPSTREAi`i ELEVATiOhi = STREET LENGTHtFEET) _ STREET HALFuiIDTHiFEETi kit 7FiFiF~~R*iEiFiF iF lFiei~xillE iE#+:-# TiFiF is ?riF t-iF##i!' z-IFiF-lr#i tier. is ~'.:--~~.,r; :l it ie C 1. +!> I G NODE 20. i )Q I S CGPE _ . --------------------------------------------------- I F;AVELT I I`1E THFiU SUbAFiEH<! <:: <:: ~.:: --------------------------------------- 156.i;0 UGWNSTREAM ELEVATIGh1 = 141.~+i+ 95~;.Oti CURB HEI6TH i IhJCFiES) = b. = 1S.tii+ DISTANCE FROM CROWN TO CRGSSFALL GRADErREAk:: = 11.+?~> INTERIGF; STREET CRGSSFALLiDECIMAL> _ .+~'~'+ OUTSIDE STREET ORGSSFALL(DECIr1ALi = .O~U SF'ECIFP.L' NUMb'ER GF HALFSTF:EETS CARRYING FUNGFF = 1 O ~~TFAVELTIME COMPUTED USING MEAN FLOW(CFS> = 5. 8 STREETFLGW PtGDEL RESULTS: 2q STREET FLOWDEF'TH(FEET) _ .40 HALFSTkEET FLOGDWIDTH(FEETi = 1..=.6 AVERAGE FLOW VELOCIT`f(FEET,iSEC.i = ~.~ PkODUCT OF DEPTH°<VELGCIT'! = 1.09 O STREETFLGW TRAVELTIME(MIiV) = C.SS TC(MIN) = i%~.81 1~%.UO YEAR F:AINFALL INTENSIT`f(INCH/HOUk) = 2.234 SOIL CLASSIFICATION IS "b" SIIU~LE-FAMIL`f(1/4 ACRE LOT) RUNOFF COEFFICIENT = .'585 SUBAREA AREA (ACRES) _ '. 40 SUBAREA RUNOFFtCFS) = ti.7o SUMMED AREA(ACRES> = r.41 TOTAL RUh1GFF(CFSi = ?.7S ENU GF SUBAREA STREETFLGW HYDRAULICS: DEPTH U=SET) _ .4v HALFSTREET FLOODWIDTH(FEETi = iS.20 FLOW ~iELOCITY(FEET/SEC. ) _ ?.8~ DE?TH#'VEL GCIT`r = 1.~7 #+c#######-IF##~iF'R-ii~i4######iF########~ii~#######4-r#iE#######i<##4#iE-fi #~iF##### ziY-~~-F ~&z i.~it##-~ FLOW PROCESS FRGM NODE iS.00 TO NODE 18.1!:% IS CODE _ ~'i %RATIONAL METHOD INITIAL SUBAREA ANALYSIS'-. :: ::<:=:: --------------------------------------- ASSUMED Ih1ITIAL SUBAREA UNIFORM - DEvELOPMENT IS SINGLE FAMIL`f (i,'4 ACRE) TC = ~::#(:LENGTH##=>i(ELEVATIOhI CHANGEiI#~._ It•11TIAL SUBAREA FLG41-LEiVGTH = 9C%O.C%~% UF'STREAhi ELE'JATI ON = 137. oi% DOWf•1STREAM ELEVATION) = llc.~%0 ELEVATION DIFFERENCE _ ~'1.~%C> TC = .39.#C ( 400.Oi~##3) / ( 21.Oi%i I##. = 12.014 iC>.OC% `(EAR F:AINFALL INTEt•1SIT`f(FhiCHiHOUR) = 2.ti44 SDIL CLASSIFICATION IS "B" O SItJGLE-FAMILY(1/4 ACRE LOT) RUtJOFF COEFFICIENT = .7500 SUBAREA fiUNOFF(CFS) = 11.15 TOTAL AF:EAiACRESi = 7.10 TGTAL RUNOFF(CFSi = li.l~ FLOW PROCESS FROM iVODE 18.10 TO NODE 1.10 IS CEDE = 1 ---------------------------------------------------------------------------- ,..::%DESIStJATE'INDEPENDEhJT STREAM FOR CONFLUENCE<;<<<:~i:<:: TGTAL NUMBER GF STkEAMS = - CONFLUENCE VALUES USED FGR IiVDEF'Et•1DENT STREAM i AF:E: TIME GF CONCEtdTRATION±MIN.i = 12.55 RAINFALL .INTENSIT'f(INCH/HRi = ~.~~~ TOTAL STREAM AREA(ACRESi = 7.10 F'EAk~ FLOW RATEtCFS) AT CONFLUENCE = 11.15 FLOW PROCESS FF:OM NGDE 18.40 TG NGDE 18.40 i5 CODE = 7 ----------------------------------------------- . .:: iUSER SPECIFIED H''fUFiGLOIi`f INFORMATION AT NGDE<G+(':< --------------------------------------- USER-SPECIFIED VALUES ARE, AS FGLLGWS: TC(MIN) = 1.1.4li kAIN ihlTEh•1SITYiINCH/HGUR7 = 2.OS TOTAL AREA(ACRESi = v2.?%% TOTAL RUNOFFiCFSi = 125.1? 30 TC(MIN) = 29.74 O iFiF,T'#iE it#iF iE aF;licit-x~iE;FiFii•iFiE;rx-iFie~kiFx•r~;Fix~#aE;P~Fif~~c i:-~)iFle iF iFit ~lE+t-RiE>~Riei~#i[-9F~r.-~Rit~,F-~tie~eiFii~-IF iE iF+ctie!F ie+i~i FLOW F'RCCESS FF.OM NODE 5. UU TO NODE 5. t)U IS CODE _ ..,;;RATIONAL METHOD INITIAL SUBAREA AiVALYSIS:::::~::: ---------------------------------------------- _ ASSUMED INITIAL SUBAF;EA UtdIFORht DEVELOPMENT IS COMMERCIAL TC = t: ~ C (LEIVGTHilil.3 i ! (ELE'JA I I GN CHANGE) ]+1+. ItJITIAL SUBAREA FLOW-LENGTH = 950. GU UPSTREAM ELEVATION = ?3.C>O GCIWNSTiiEAM ELEVATION = o.-. UQ ELEVATIOhI DIFFEF;ENCE = i0. 1)0 TC = .3V3*C( y;~i>,EiE.>iFiF_); 1U,xit~it+.C = 11.71)1 lOc;,UV `r'EAR RAINFALL INTENSIT'liItJCHiHOiiR) = 3.1?2 SOIL CLASSIFICATIC~tJ IS "R" COMMERCIAL DF_VELCF't1E;V1 F:UNOFF COEFFiCiEtdT = .;=:~° _ - SUBAREA iiUNGFi=(CFS) _ ~~.34 Tl7Ti-'nL ARc.A(ACRES) = 9.40 TOTAL F;UNCIFF(CFSi = 26.34 r~~~-~xil ~lililil;.il if~~l.i:-i<-;lilili;;ri<t-rr;rt~li~Y-*~Fif?~=ilir~t~il+lil~;l il;tili;--ric irti; ifiE;r-~rrie :~:.«-.~x:~:s~~;-~ FLOW PRULEJS FROM NODE 5.1)0 TO NODE J.SU IS CODE _ _ :::COMP)_~TE PIPEFLOW TRA'•JELTIh1E THRU SUBAREA<_:<(<;::.:: "' ,.>%USIPJG COMPUTER-ESTIMATED FIPESIZE (NON-PRESSL'F.E FLOWi:;:::":::_; -------------------------------------------------- ----- DEPTH OF FLOW IN 27.0 INCH FIFE IS 19.5 ItJCHES PIPEFLOW VELOCIT'!(FEETJSEC.) = 3.6 UPSTREAM NODE ELEVATION = 33,C>i.> DOWNSTREAM MODE ELEVATION = 31.51) FLGbiLENGTH(FEET) = i5i).Gi> MAiJNitJG'S t•1 = .01.3 ESTIMATED F'IPE DiAMETERiINCH) = 27.1)1) NUMBER OF F'IF'ES = 1 FiPEFLOW THRU SUBAREA(CFSi = 25..34 TRAVEL TIME (MIN.) _ ."~? TC(MIN.) = 11:?? iF~iFi-#iFiFiE#iF#iF'ki='k ~l i,'iFi-iiFiF'k#ililitil} tiiF"-ilz-kiF#icil#.Y~}' -!'.FiFilit3liiF'k ~R J-',lif±i` ,tiiE##}ii-#'.E'x i-?'-r.x~..; _r-~=r FLOW PROCESS FROM NODE 25.00 TO NODE 24.Uu IS CODE _ ~1 ---------------------------------------------------------------------------- ..: -:~RATICNAL METHCD INITIAL SURAREr=t ANAL`ISIS~~:~~::~:~:-:: --------------------------------------------- ASSUME'.i ihiITIAL SUBFiFEH ~JNI-ORh1 DEVELOPMENT IS COMMERCIAL I C = r::~lC (LENGTHilil-) i (ELE'ATION CHANGE) ]*;l, 2 INITIAL SUBAREA FLOW-LEPJGTH = i200.0U UPSTREAM ELE':'ATiON = 12U.00 DOWNSTREAM ELEVATION = 75.Gti ELEVATIC)hi DIFFERENCE = 45.1)1) TC = .30_*Ci 12C>O,O~iil,l3ii( 4~:,plii]a-i~.'C = ?.?64 10ti,iuj 'YEAR F.AINFALL INTENSIT''!(INCH:HOUR) _ x.437 SOIL CLASSIFICATION IS "B" COhMERCIAL DEVELOF'h1ENT RUNOFF COEFFICIENT = .57?2 SUBAREA RUPJOFF(CFSi = X5.75 TOTAL AREA (ACRES) = 5.40 TOTAL F.'UhiOFF(CFSi = ~~.75 O irilalilil~•icililiri~ilililililililililililil;Filililililir+lililiEililiE•x-ilil+~ilirililililili~~lilililiFir~lii•~irililir?t,*~.ilir--~si:•+r~lrt~~lx,~ z7 FLOW F'RGCESS FRGM NODE 24.Oii TG NODE ~2i>c_i IS CODE _ - .: ::..>COMF'UTE PIPEFLOW TRAVELTIME THRU SUBAREA::: :::<;<:<: ---..>_USIhJG-COMPUTER=ESTIMATED-F'IF'E5I=E-(NGN=PRESSURE-FLOW:-~'~~<---------- /1 DEPTH OF FLGW IN ~7.ii ItJCH PIPE iS X1.5 INCHES 1~/1 PIF'EFLOW VELOCITYiFEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 75.0~> DOWNSTREAM NODE ELEVATION = 70.UO FLOWLENGTHtFEET> = 550.00 MANtJING'S N = ,~ii_ ESTIMATED FIFE DIAMETER(INCHi = 7.Oir NUMBER GF PiF'ES = 1 FIF'EFi_OW THRU SUBAREA(CFS) _ ~S.iS TRA'JEL TIME(MIN.7 = 1.4- TC(MIN.) = 11.'9 -~~at-~-:~~a6~t?tx*-r**+t~*~-x>-irx--R~r' a**~x-*~*~~it-t+et+-it~*-~t~~~-xit~x--~+~t~t~*r' ~e~*t;c~~x-<;t+tatx-r~?t~e,r<* FLOW PROCESS FROM NGDE __.Oii TO hiODE ~~.Uii IS CODE = 3 ---------------------------------------------------------------------------- ... >>ADDITION OF SUBAREA TG MAINLINE F'EAtc FLOW<i :::<:::: ---------------------------------------------------------------- ii~i~_pi~ YEAR RAINFALL INTEhiSI T'Y (INCH;~HOUR) _ _.~~- ---- SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOFMEtJT RUNOFF CGEFFICIENT = .8-5U SUBAREA AREA(ACF.'ES) = i5.if% SUBAREA RLihJGFFiCFS> = 44.a` TOTAL AREA(AGRES) _ <4.1~) TOTAL RUNGFF(CFS) = 7ii.41 IL (1"IIN) = 11..'..9 3!-:TiF#iE##iFittie#iF~iF iE'.E~#~!F iE iF it;t ieiF~ie iF iF lF iF iF ie x-li~iE iE#~1F'F~iFiE icieiF iF ~R iE Bit iE :s i:-# ti'.e# ~,t'~iF iF #ic ii'k ii~r ii-ItiE#-R-ie ciFii*~ FLGW F'F:GCESS FRGM NGDE 22.OU TO NGDE 2.10 IS CODE ' JELTIME THRU SUBAREA!:<:«: CGMPUTE PIPEFLOW TRA ,..%:?USING CGMPUTER-ESTIMATED PIF'ESI~E (hJO FJ-PRESSURE FLOW><<::.::_:<:: -------------------------------------------- DEF'TH OF FLOW IN 9,i> INCH F'IF'E IS ~'8.= --------- INCHES PIF'EFLGW VELOCIT';(FEET'SEC.) = 10.9 UPSTREAM NODE ELE'JATI OtJ = 70. ~?O DOWNSTREAM NODE ELEVATION = 60.5? FLOWLENGTH(FEETi = 10.00 MANNIN6'S N = .U1 ESTIMATED PIF'E~DIAMETER(INCH) _ X9.00 NUMBER GF PIPES = i FIPEFLOW THR1i SUBAREAiCFS) _ ;i>. 4i TRA'JEL TIMEtMIN.) _ .__ TC(h1IN.i = 11.6 ------------------------------- END GF STUD'f SUMMAR`r FEAk: FLGW RATE(CFSi = ?U.4i Tc(ih2hJ.i = li.bC TGTAL AREA(ACRESi = ~4.i0 END GF RATIGNAL METHOD ANALYSIS O Za .. 'A'iFM"N']M'YI'-X'lF?I"IF'~F-If iFiEiF iF'A'1F'K'-IF'IF'IF'!'#'I4'M"M'"ftiF'K"K"N"A'x'1E'N"F'IF'II'-1EiI'ih'J('lF'Fie'IFS.E'ie"3~'iF'II"{.'it')FYF'iE"if'1E~'IF IF'iE"43F'~A'~F'k-ii'!tiE'ir Y'1F'A'lt O --FLOW-PROCESS-FRGM-NODE-----2_10-TU-NGGE-----2_10-IS CGDE = 1 ...::%DESI6NATE INDEPENDENT STREAM FOR COtJFLUENCE•::a:;::<.:<:: ------------------------------------------------ ---------------- TOTAL NUMBER GF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATiutJiMIN.i = 27.5.= F.'AITJFALL ihJTENSIT`!(INCHlHF.i = 1.99 TOTAL STREAM AREA(ACRESi = 1565.Si~ FEAk: FLOW F:ATEiCFSi AT COhiFLUEPJCE = 1591.98 iFiFiF-x-#iei~~tiF;E'x~r' iF'~'FiFiF~x-#iFiF,tiat Y.~ieiriF y-iFiciFiFiF'k iFx-'k~-~FiFiF iFiFie'i~Y~,r' iFiF?~iF+~-F'l~iF-r.-'xiF~le;F~#<-ei-#ie Y~~-sir## FLOW PF'GCESS FROM NUDE 9.10 TO NGDE 2.10 IS CODE _ - ,. ?:rUSER SPECIFIED H`fDRGLGu`I INFOF:MATiCN AT hJU'DE=::<:<:: ;' USER-~FECIFIED 'JALUES ARE AS FOLLOWS: TC<MbN) = 20.15 RAIhJ INTENSiT`fiINCH;HGURi = ~.~7 ' TOTAL AREA (ACRE'S) _ '8.05 TOTAL RU4JGFFiCFS) = 76.05 i-'k i-iE-%#ii",T' iEiEiF'F# T~#'?FiFiE'Y'Y"IF'JEic'.Y'iF'IE'K"X'X'-IFiFiF1I"IFY'i. 'IFS}iE't i:'ir-k-IF~Y'#'Ii"Y iF'R'ieiF'N"IF'IeiF iFliF't i-~~.%. r. ~.x~e-i y.itit'ki'4 FLOW PROCESS FROM NGDE i. i0 TO NODE _. 10 IS CGDE = 1 ..:%DESI6NATE ItJDEPE;NDENT STREAiti FOFi COhFLUENCE<::::,;<:' ;. _..:. ,:AhJD CGMPUTE 'JAF:IOUS CGhiFLUENCED STREAM '~.'ALUES<::..~,:.::<:: O ____________________________________________________________________________ TOTAL tJUhiPER GF STREAMS = - CONFLUENCE 'JALUES USED FOR ItJDEF'ENDENT STF:EAM 2 ARE: TIME GF CGtJCEiJTRAIiGN(MIiV.i = 2ti.15 RAINFALL INTENSITY(INCHiHRi = _. _- TOTAL STREAM AREA (ACF:ES) = 38. i%5 F'EA}::: FLOW RATE (CFS% AT CONFLUENCE = 76.05 iF~ CGiVFLUENCE DATA *~ STREAM RUh10FF Tc ItJTENSITY AREA NUMBER (CFS) (Mlhi.i (.IPJCHiHGURi (ACF.Ei 1 LJY1.90 7. 5 I.'~9J iJOJ.i'U iE#~k#iF# xx* ri~,c-%''XiFt+F iFiF iE~r.-ic-+F'F~rii ,~iF ~1F #iE ~k W'yRhJ I rJ ~iieiF rii~a: iF,~~'rr~a-iF-IE*-1~-44a~~k ~i-zr ix-lr-zr:'E-s ~ ii Ihi THIS CGMF'UTEF; F'~=:G6FiAM„ THE CONFLUENCE VALUE USED t~= L~AbEL GN THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT 'JALUE. THIS FGRhiIiLA WILL NOT hiECESSAF.iL`! RESULT iN THE MAi(iMUM VALi.JE GF PEr~ki FLG41. iFiF :+Eit-7FiF#iF-%~ iei'r ~-,!' iEiF,!' ih~-#ie#'k iFi( iF'Fii~iF#~3FiEiE~lFiFiFiriFi~t E~R-%iF'i tiic#-F dF'k ~tt'.F,T' T ~- Y~## # dh 4i~~Y-ir-lE k# 4-"E.R. ~~-. RAihiFALL iNTEhJSIT`/ Ah1D TIME OF CGNCENTRATIGtJ F:ATiC CONFLUENCE FORMULA USED FGR 2 STREAMS. *~ F'EAk:: FLUW FiATF_ TABLE '+Fit STREAM RUNOFF Tc INTci'JSITY NUMBER (CFS) (MIN.) (INCHlHOUR) 1 1241.24 20.15 2.:~ti8 O _ 1656.i~q 27.55 1.995 COMPUTED CGNFLUEtJCE ESTIMATES ARE AS FGLLOWS: PEAT<:: FLOW RATE(CFS> = 1656.04 TciMIN.i = _7.Sv TOTAL AREAiACRES> = i6U~,85 .. ########r###3t###########iF##-~F###-zit#################iF#~!F#+F##r#iF##########;F#-ieil~ FLOW PROCESS FROM NODE '. 10 TG hJODE 2.00 IS CODE = 51 %`COMPUTE TRAPEZOIDAL CHANNEL FLOWS<:' . , >TRA'JELT I ME THRU SUBAREA: <:: <:' UPSTREAM NODE ELE'ATION = b5.00 DOWNSTREAM hJODE ELE'ATION = 6~.0V CHANNEL LENGTH THRU SUBAREA (FEET) _ ?Oi:%.00 CHAhJNEL SLOPE _ . s>043 CHANNEL BASE(FEETi = 'ct.!:>U "Z" FACTOR = 5.000 MANNING'S FACTOR = .0'0 MAXIMUM DEPTH (FEET) = 10.!:0 CHAPINEL FLOW THRU SUBAREA(CFS) = 1656.:%4 FLOW VELOCIT`f(FEETiSECi = 7.~0 FLOW DEF'TH(FEET) = 6.~i= TRAVEL TIME(MIN.> = i.62 TCiMIN.i = 29.15 FLOW PROCE_S FROM NODE x.10 TO NODE ~'.0i? IS CODE = e ---------------------------------------------------------------------------- :>ADDITION OF SUBAREA TO MAItJLIiVE PEAk:: FL04J<:<::<::<:<: 100.00 YEAR RAINFALL INTEhJSITY(IhJCHiHOURi = 1.~; SOIL CLASSIFICATION IS "B" UhJDE'JELOF'ED WATEF.SHED RUNOFF COEFFICIENT = .:,8~7 SUBAREA AREA (ACRES) = 10.51==% SUBAREA RUNOFF(CFS) = 1i.85 TOTAL AREA (ACRES) = 1614,.5 T07AL RUNOFF(CFSi = 1667.89 O TC(MIN) = 29.15 ###~#########################~~#########~~#####~x-#-r.~~r.-~#r###~ar####>##x###t#~c##~= FLOW PROCESS FROM NODE 2,0C~ TO NODE.. 1.00 IS CODE _ >COh1PUTL- PIF'EFLOW TRAVELTIME THRU SUHAF:EA:)<::<::~:<.: :..%7USING COMPUTER-ESTIMATED PIF'ESI~E (NOtJ-PRESSURE FLDWi~~::<~~~~!<: ----------------------------------------------------- - DEF'TH OF FLU41 IN i~'6.0 ZNCH F'IF'E IS i~?C%.~' IhJCFiES F'IPEFLOW 'JELOCITYiFEET/SEC.i = ~2.6 UPSTREAM hduUE ELEVATION = 72. C%C> DOWNSTREAM NODE ELE'•1AT I ON = 65. ~ %~ % FLOWLENuTH(FEET) = 8t%~~.C>~~ MAhdhJihJG'S hi = .V1" ESTIMATED FIFE DIAMETER(INC'Hi = i~b.~~~% NUMBER OF F'irt~ = 1 F'IPEFLOW THRU SUBAREFi(CFSi = 1667.09 TF.A'JEL TIME(MIN. i = .59 TC(MItJ.) = 29.74 ###############-IFiF##################r###########}#;. y.',e#i. -Y t-ii##>#i~iF##w~' ####}i?#*#~k FLOW PROCESS FROM NODE 2 00 TO NODE i.00 IS CODE = 8 ... ~ ADDITION OF SUBAREA TO MAINLINE F'EAt: FLOW;<.<<;:; 10~%.Cni YEAR RAIIFALL INTENSIT'Y(IhJCHiHCUF:i 1,912 SOIL CLASSIFICATION IS "B" CGMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8681 O SUBAREA AREA(ACRES> = 12.0 SUBAREA RUNOFF(CFS) = 20.41 TOTAL AREA (ACRES) = 1626.65 TCTAL RUNOFF(CFSi = 16=8.~~~ 2~ %:TRAVELTIME THRU SUPAREA<::.::.:::::<: UFSTREA~, hiOLE LEVATION eb.04 O DOWNSTREAM NODE ELEVATIGN = bb.C%i.> CHANhIEL LEh16TH THRU SUE<AREN(FEET) = 35;.vv CHANNEL SLGPE _ .4571 CHANNEL BASE(FEETi = 7.54 "Z" FACTGF. = 5.440 MANNING S FACTOR = .030 MAXIMUM DEF'TH(FEETi = 20.44 CHANhJEL FLOW THRU 5UPAREA(CFSi = 341.01 FLOW 'JELOCIT'r(FEET/BEGS = 1258 FLO4i DEPTH(FEETi = 1.70 ' TRAVEL TIME (hilN. 7 = . ~ti TC (MIhJ. i = i3.'C1 #####i(~#iE#fi##~£-F~X-i#~riFiF~l.-##it#iFit###ieiFiP[-#;{.##fF#iF#-!~-zitr'~(-###~iE~iF###~iF#ii*ie-ii~4 sE ~F#ir~ir#if-''-#s*+ FLOW PROCESS FROM NODE a.~%~~ TO NGDE 3.OQ I~ CODE _ %)>ADDITIGhi OF SUrAREA TO MAIhJLINE FEAk: FLOW":: ::::<::":: ------------------- _--l~:;i>,Qp 'TEAR RAINFALL INIENSITY(iNCHiE-ICURi = C. 76' SOIL CLASSIFICATION IS "b'• UNUEVELGPED WATE=SHED RUNOFF CGEFFICIEiVT = .b5C6 SUrAREA AREAiACRES) = 4.~0 SUPAREA RUhiOFF(CFSi = 7. 5; TOTAL AREA(ACRE57 = 138. 5!i TOTAL RtJtJOFF(CFSi = 3}0.55 FLOW PROCESS FF;GM NGDE ~,. ~::;i; TO NODE ". c:;4 IS CODE = i ,.: , DE'3ISNATE INDEPENDENT aT~tAM FOP: CiiNFLUENCE::+::<::'::: o TOTAL NUMBER OF STREAMS _~ _______________________________ COhiFLUEh•1CE VALUES USED FOR INDEPENDENT STREAM i ARE: TIM[ OF CONCENTF.ATION(MIN.i = 15.1 RAINFALL INTENSITY(IhiCHlHRi = ~.7b TOTAL STREAM AREA(ACREB) = 1.'6.8U FEAk: FLOW RATE(CFSi AT COh1FLUENCE _ x•45.58 ########t#######~### x~~r#-~;t###?~-#;e«#t~###;e#<##;t+t~x-;F:r#.x-~t###;~#;i~###;E;r##-~###--~-;Ex####. FLOW PRGCESS FROM NODE 4.._i; TO NODE =~...-4 IS CODE = 7 ---------------------------------------------------------------------------- ... >USER OFECIFiED H'lUROLGGr iNFORMATIGtJ AT hiGDE"~::"_:<:,::.r -_USEF;-S ECIFIED '•iALUES AF.E AS FOLLOWS: TC(Mlhii = ~-.0%? RAIN IN~'Eh1SiT'I(IhJCH;HOURi = ~.4 TOTAL AREA (ACRES) = i=3~•7.i,li TOTAL RUNOFF(CFS> = i339.vU x-x~##i-##;t~###;r#~###~x-#;t--r##:=;r#~t-#########t##-z#a;t;e;r#~#,e;t~-x #-~ ~ #-»# x-####;e###~;t-k#::-##-# FLOW PROCESS FROM NGDE 4.3i> TO NGDE 3.00 IS CODE = S1 CGMFUTE TRAPF_ZOIDAL CHANtJEL FLOW:; :<:<;": .: ::>TRAVELTIME THRU SUPAREA::~t ----------------- ----------------------------- UFSTREAM NGDE ELE'JATIOtJ = 86.04 DOWtJSTREAM idOUE ELE'JATION = 66.40 O CHANfJEL LEPJGTH THRU SUPAREA (FEET i = 34ci. i;u CHANNEL SLOPE _ .0667 CHANNEL RASE(FEET> = 7.54 "Z" FACTi;R = 5. 0!>!; htANNING'S FACTOR = .03U MAXIMUM DEFTH(FEETi = 10. i,0 CHANNEL FLOW THRU SUI3AREAiCFS) = Su~9.U0 FLOW VELOCIT`!(FEET/BEGS 19.E>1 FLOW DEFTH(FEET) _ '. U8 TRA'JEL TIME(MItJ. i = .26 TCiMIhJ. i = 27. 2b O atit~*+t~eit+t~!-*~-*~!r;e~x-x~ittt~it-atit;tjt-x~~t-*+t•x~~~tt it;t;F->E*-x-*x~t;f;E+~;6~•ittatat;ex~*a~x~ it~tt rt~at-t#t *;e~;i-~t,t-;r-r-k;tar FLOW PROCESS FROM NODE 3.~iir TO NODE x.00 IS CODE = 1 ,: :-DESIGNATE IhJDEFENDENT STREAM FOR CGNFLUENCE<:<<::+:: ,..:;AhJD COMPUTE 'JARIOUS CONFLUENCEL' STREAM VALUES<<;<:<::".:: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL hJUMPER OF STF.EAMS = _ COiVFLUEhJCE 'JALi;ES USED FOR ItJDEFENDENT STREAM ~ ARE: TIME OF CONCEPJTRATION(MIiV.? _ _. .2b RAINFALL INTENSITY(INCH/HR) = Zvi TOTAL STREAM AREA (ACRES? = 142'. VU F'EAk:: FLOW RATE?CF5) AT CONFLUEiJCE = 13T9.OU *# CONFLUENCE DATA ~* STREAM RUh10FF Tc INTEiVSIT'! AREA NL!MPER (CFS? (MIN.i (INCHiHOUFJ (ACRE) _ 1 -4E.~5 i~.21 x.76_ 13d.Ri> .:. i -9. iri, ~. .20 ~, ;,5~ 147. pi, ~-~~i~~~~-x-*-x~~~~->E~r~x-~r.-~~*~~r~~rt~e-r~~*~-~WARi•1I IJl-r~•~;r:~~~rt~-t~~!-~~~;t-**~r~~~?t~~?Ea~x~tt-~~!!-~x-r IN THIS COMPUTER PROGRAM, THE COiVF'LUEi~JCE VALUE USED IS EASED OtJ THE RCFC'<WCD FORMULA OF PLATE D-i AS DEFAULT VALUE. THIS FORMLiLA WIi_L NOT NECESSAF:ILY F:ESULT I;•I THE MAXIMUM VALUE OF PEAK: FLOW. ieie itiF #.!" #iF ~-it#*#ic'P #iFiF### iF*ieii-ic iFieiF iFie aF-K iEie#~,~E rciEiE ~T' ~t t#iFiF+e-k ~leitiE ~x-Y~-~iE1i~~lEiE;E~R!E iF ieir;e~:'R ~.e##-fi+ RAINFALL INTEhlSITY ANU TIME OF CONCENTF:ATION RATIO O CGNFLUENCE FORMULA USED FOFt ._' ^aTr'EAMS. #i'c F'EAk:: FLOW RATE TAELE ~~ STREAM RUNOFF NUhiEER (CFSi 1 l pv'~,. ti0 1591.94 CONFUTED COfJFWENCE PEAT<: FLuui RATE (CFS) TOTAL AREA (ACRES) _ T~ (MIhJ. ) iJ.il 27 .'1b EST I hIATE5 = 1591. 1 ~~ n:a . cf U I NTEiJS I T`! (IhtCi-iiHCUR? '. 76' .:. u05 AFiE AS FDLLOi•J5: ~E T~= (MIN. i = C-. _~ #R' -IFiFic.y. iF # iE#iF ie#ir'41rir-K -kic-;E%ii~#ic'.4#ic-k'k ~R#-lei-r. ie iF'kie~?it di "Fit 2.!' #'.E##'k aE ~lE itiF~K'k ###ik iFir#iF iF'FdE ~-#?E'.FiF-%+!"'.F FLOW PROCESS FROM NODE .00 TO NODE .2.10 IS CODE = Si %COMF'UTE TRAPEZOIDAL CFIAiJtdEL FLOW<~<[< :<: .%:%TRAVELTIME THRU SUEAREA<;::<:::::: UPSTREAM NODE ELE'JATION = E2.C':] DOWNSTREAM MODE ELEVATIGhI = b~.~%~: CHANh1EL LENGTH THRU SUbAREA(FEET) _ ~i:%U.OU CHANNEL SLOPE _ .~~567 CHANtJEL EASE(FEET> = 5.C)f1 "Z" FACTOR = S.,?~ri, MANNING'S FACTOR = .00 MAXIMUM DEPTH(FEETi = °,. 00 CHANNEL FLOW THRU SUEAREA(CFSi = 1;,91.95 O FLOW VELOCIT'!(FEET/SECT = 15.65 FLOW DEF'TH(FEET) _ '. 41 TRAVEL TIME(MItJ.) _ .27 TC(MIfJ.) = 27.5. 24 ' r#it##########tie#####ic#-IF~RiF##iF.iF###iFiF iFiFiF###iF##ie-Yit#iF######iFiF#1F###-R##iEitiE iF#iF#it#~!F#i~iF O __FLOW_F'RCCESS_FROM_NGDE__^__9.i%i!-TO-NuDE___-_9_1_%_IS_CODE = i ----------- ,.. >:>UESISNATE INDEPEiVDENT STREAM FOR COPJFLUENCE~; ::<::::~: - ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = ~.:ONFLUENCE VALUES USED FDR IhIDEPENDENI STREAM i ARE: TIME OF COh1CEi~1TRATIOh1(MIN.i = 19.68 RAINFALL INTcNSIT`r (FNCH; HRi = 2.4!> TOTAL ;~ I REr+M AREA (ACF.ESi = 29.35 F'EAk:: FLOW RATEiCFSi iHT CONFLUENCE = 57.09 ;£#+x~;i~-r#####t-f <x--r.-a-##;t#~#t-#;e;e#-t~#xi~#ac-h-ir~z# #;~;~-# ## #~;ax~a;tarat#3r##;<# ## # ###;£#~ <~+s 4;~-k.-.x. FLOW FROCE'SS F=iuM NUDE 8.00 TO NODE 7.00 IS CODE = 21 ... »RATIONAL METHOD IiVITIAL SUBAREA ANi'~L'iSIS~:::~~::':::'_:.- ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UhJIFCRM DE!:ELOPMEhIT IS COMhERCIAL TC = k::}C iLEi'•iC;TH##:,i: iELEVATIUW CHANSEi 7##.' INITIAL SUBAREA FL uw-LEhi~TH = 10U0.~:%0 iJFSTREAM ELE+lATiOh1 = --;,Oi% DO4iNSTREAM ELE'JATIOhI = 87.00 ELE'JATIOhi DIFFEREtJCE = i_.00 TC = .-c?_#C •: 1000,i%n##3i; i 12.Oi!i]##.~ = 11.bu5 100.00 `rEAR F:AINFALL INTEh15ITYiINCHiHUURi = _.202 SOIL ALA-SIrI~H!JON IS "B" O COMMERCIAL DE'vELOFMENT RUNOFF COEFFICIENT = .8775 SUBAREA RUhJOFF(r_FSi = 24.45 TOTAL AREA (ACRES) = 8.7!> TOTAL RUtJOFF(CFSS = 24.46 iF#?E###~3F#i~##~!f~iF###=1.-#[-##~-###~£#iF#-lF #'A#3f ###<#'k#####itiF-1F'ki£#####iF##i!#'.F-4######iF##i(•##'r. # FLOW PROCESS FROM NODE 7.x:70 TO NODE 9.10 IS CODE _ _ ... >:COMF'UTE PIF'EFLOW TRAVELTIME THRU SUBAREA,:; ;~:_:: ....~~:~-USING COMPUTER-ESTIMATED PIPESIZE iNON-PRESSURE FLOWi=::~~~:<:~~~:~:: -------------y-----------------------------------------------------------~-- DEPTH CF FLOW Ihi 27.U IiVCH FIFE IS 21.9 Ih1CHES FIPEFLOW 'JELOCIT`r iFEETi BEC.i = 7.1 UPSTREAM NODE ELE'JATU~hI = 57. ~!0 DOWtJSTREAM hiODE ELEVATION = SS.OCi FLC!WLENGTH(FEET? = 300.170 MANNIN8~8 hi = .01 ESTIMATED PiFE D?AMETERiiNCHi = 27.00 NUMBER OF F'IF'ES = i PIFEFLObJ THRU SUBAREAiCFSi = 24.45 TRAb'EL TIME (M?hJ. i = .7i TC(MIN. i = 12'4 ~'~############i=#### A~1,-iF 1-#'.F'kiF#4##iF<iF1FiF####.{.=£}c####~f-#####iF#### 41F-F#iF#t#iF-X~#'.!~ih####ic FLOW PROCESS FROM NUDE 7.iu7 TO tJODE 9.10 1S CODE = 1 ---------------------------------------------------------------------------- ?:>DESIGNATE INDEF'EhiDENT STREAM FOR CONFLUENCE<::<<;<:<: ...::~>Ah1D COMPUTE 'JAF:IOUS CONFLUENCED STREAM VALUES~::~::<::,;<; -------------------------------------------------------------------------- O TOTAL h1LiMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR ItJDERENDENT STREAM 2 ARE: TIME OF COtJCEhJTRATION(MIN, i = 12..'_•4 21 FAINFALL INTENSITY(INCHiHR> _ '. 10 TOTAL STREAM AREA(ACRE5) = 8. 7!r F'EAk: FLOW RATE (CFS) AT CONFLUENCE _ ~~4.4•S ++ CONFLUENCE DATA *+~ O STREAM RUNDFF Tc INTEIVSIT'( AREA NUMBER (CFS) (MIN.i (INCH/HOURi (ACRE) 1 57. !i9 19. S8 .398 x'9.35 24.45 12.34 3. 1 %xl 8. 7C; ~r~;~~•*~r-*~*x-+->F->E~~r-rr~+~~->F~t-~*~ti~rx~~-**~~t-WARNING***~rx ~r~~~~at-~r~+t~~t*ir~~~~r.-~~-rrr_r~~-r**i ItJ THIS COMPUTER F'ROGF;Aih. THE CONFLUENCE 'JALUE USED IS BASED OFi THE RCFCB:WCD FORMULA GF PLATE D-1 AS DEFAULT 'JALUE. THIS FDFriULA WILL NOT NECES~ARIL'f RESULT IN THE MAXIMUM VALUE OF F'EA}: FLOW. ~-~t~t;;~-x•~~~t-~ ~x-~~r~* x-~~~t-~-t~~ar~-~ x~ ~~•~f ~x•*~ir~r *~r:~r art,r~r~-~-~r•>r~t-~r**+~a-~~-~-ire*~:taex+~ ~~~ ~+~~r~•r FAINFALL INTE~iSIT`i AsJD TIME DF CONCENTRATPDN RATIO CONFLUENCE FORMULA USED FOR ~ ~T;iEFaMS. +~~- FEAk:: FLDW RATE TABLE atat STiiEAM RUNDFF I[ INTENSIT`f NUMBER iCFS) (MIN.) (IIVCHiHDUR) i ti0.'~5 12.34 =. ini> 7s.tr 19.sa ~.39s COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: F•EAt::: FLDW RATE (CFS) = 76.i>2 TciMIN.) = 19.58 TOTAL AREA (ACRES) _ ~~8.05 +e~t~et~*->;~t~+t•~c•~•x~~c-~•+r+~t•t~-~~at-~~r~~~-*~-=at*-~~-+~t•aeir**at-a~~t•aa~r~t•~t•-~~e*-~~t•*t;r,r+t~~cx~~~r~r*~t-kit-**~iry ) FLOW PROCESS FROM NODE 9. 1G TG NODE 3.iG IS CODE _ _ ~/ CONFUTE PIF'EFL041 TRAVELTIME THRU SUPAREA«::<G:: >:%U'SING CONFUTER-ESTIMATED FIFESIZE (NON-PRESSURE FLOWi::<::<:_:: --------------------------------------------- --- DEPTH OF FLOW IN 3i>.!> INCH F'IF'E IS _3.7 INCHES FIPEFLDW VELOCITY (FEET/SEC.) = 18. UPSTREAM NODE ELEVATION = 5:x.00 DOWNSTREAM p10DE ELE`•iATIDN = oS.UG FLOWLEfVGTH(KEETi = 51°~.ir!> MAtJrJING"~ tJ = .C>i3 ESTIMATED FIFE DIAMETER(INCHi = 3u.Oit NUMBER OF F'IPES = 1 FIFEFLDW THF.U SUEAREA(CFS) = 75.O_ TRA'JEL TIIME(MIN.) _ .47 TC(MIN.i = "~O.i~ ~~-a~-r~~*~at-~~t~*-><-*~~-~t~x-~r.-~~+tat-tie~r~+e*+t-;o-it-ie#*~~t-;r~t•+r•+r~*#~-~-~+~~?t atiear-.r' it--ri**:..a~.~~r,tr-k-r}x~r~~~ FL04i PROCESS FROt1 NODE 4.~~0 TO NODE 4.~tU IS CODE = 7 ---------------------------------------------------------------------------- >;USER SPECIFIED H`fDF;DLDG`f ItJFDRMATION AT N~DE«<::;<:: USEF-SPECIFIED VALUES ARE AS FOLLOWS: TC(MINi = 14.15 RAIN ItJTENSIT`f(INCHiHOURi = x'.81 TOTAL AREA(ACRESi = 1.4.60 TOTAL F:UtJDFF(CFSi = 341.01 -~ ;r ae * at t at ~ at at # at at at at at-~t ae at at;t at at at at at at at at -:e at at ae ~ * at at;<at at at at at ae at at at * at ao- ar at ~- at at ~ ~- ae at a a<at c;t at ~ * ae FLOW PROCESS FROM NODE 4.OC> TO NODE 3.[nj IS COLE = 51 ,:%iCOMF'UTE TRAPEZOIDAL CHANNEL FLOW<;<: :::<; 22 AaSUh1EJ ihJITIAL SUBAREA UhJIFORM DEVELOPMEiVT IS SINGLE FAMIL`! (1i4 ACRE) TC = k::~C !LEi+1GTH~-~._) i (cLEVATIOiV CHANGE) ]~~.E O INITIAL SUBAREA FLGW-LENGTH = 'i>i~.0i> U1='STREAM ELEVATION = 151.00 DOWNSTREAM ELE'.'ATIOhJ = 150.00 ELEVATION DIFFERENCE = 1.00 TC = .3v~itC ( 200. UO~+t3i i t 1. ~i0> 7~*.2 = 9.4-1 SC>0.00 YEAR RAINFALL IiVTENSIT`!(INCH/HGURi = ..594 SOiL CLASSiFICATiuhJ IS "B" SINGLE-FAMIL`f(14 ACRE LOT) RUNOFF COEFFICIENT = .7984 SLiBAF'EA RUiVOFFtCFS) _ .-_ TOTAL AREAtACRES) _ .25 TGTAL RUhiOFF(CFS) _ .-~ !~~~-ie ~r: ~[•*;E~r• tir~x•}~• ~-~r-:-r+r~~~•x3±ts-t~ ~~~~;et-.•*~-*~-;r~e~~x~-x~~-~~->f ie~v-~~~-R~..;e=x~ ~.~. ~z«~~ ~;F~+rYta FLOW PROCESS 'FROM NODE 1.?.Uir TO NGDt 1='.Oel IS CGL`E _ ....:.;~.CGMF'U I E c: T ~i=;EE T 1=LOW i RAVELTIME T i-iRU SUBAREA<::::: ~::.a'i UFaIREAM cL~'.'ATION = 1CV.!>0 DOWNSTREAM ELEVATION = 1"4.00 STFiEE I LEN'u'TH (FEET) = i 450. t?0 CURB HE I G T H t I NCHES) = b. STREET HALFWIDTH(FEET) = 1;5.00 DISTANCE FROM CROWN TO OROSSFALL LiRADEbREAk: = i1.00 INTERIOR STREET CFGSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALLiDECIMAL) _ .02U SPECIFIED NUMBEF CF HALFSTREETS CARRYIhiG RUNGFF = O +rrTRAVELTIME CONFUTED USING MEAN FLOW(CFSi = 11.4E STREETFLOW MODEL RESULTS: STREET FLOWDEPTHiFEET) _ .~+8 HALFSTREET FLCODWIDTH(FEET) = 12.59 A'JERAL;t i-LUW VELOCITY(FEETiSEC.) _ _.'~ PRODUCT OF DEF'TH~.~iELuCITY = 1.2 STREETFLOW TRAVELTiMEiMINi = 7.21 TCtMIN) = 16.54 100.00 YEHR RAINFALL INTENSITY(IIVCH/HOUR) _ ?,6.1 SOIL OLASSIFICATiOhJ IS "B"~ SIhJGLE-FAMiLYtl!4 ACF:E LOTi RUhJGFF COEFFICIENT = .i71'~ SUBAREA AREA(~CRES) = 1G. 0 SUBAREA RUNOFFiCFS) _ ~0.9i SUMihED AREA(ACF:ES) = 10.55 TOTAL RUNOFFtCFSi = X1.6' ENU OF SIiBARE:~+ ETREETFLOW HYDRAULICS: DEF'TH(FEET) _ .45 HALF=TREET FLOUDWIDTH(FEET) = 1c.~~0 FLOW VELOCITY(FEETiSEC.> _ .95 DEPTH-~VELGCIT`! = 1.iS '.[-[- ~4 rt'kiFiF #-iF~sFiF4~-~i n-mss ~1F#tiFi[iF iF#'k'k4 iM14iF~iF 4'k#-1F-IFtiFiEiFii~itaF ~:!'kiF'A~iFiiFiF'~F~-~ 4iF=F'«~xiF iF fr'.F'k ~ ~-',F i. it#+it 4 FLOW F'F'OOESS FROM iVODE 12.t;i~ TG NODE 11.00 IS CODE _ ---------------------------------------------------------------------------- iC'OMF'UTE F'IPEFLOW TRAVELTIh1E IHRU SUBAREA<::;::< ;: ::: ...;>:USING COMFiJTEr=:-ESTIMATED PIFESIZE (NON-FFESSURE FLOW)<::<::.::<::<: ------------------------------------------------------------------ DEF'TH OF FLGW ihJ 21.0 INCH PIPE IS 14.7 IhiOHEc F'IF'EFLuW VELOCITY (FEET; SEC.) = 12.t> UPSTREAM NUDE ELE'•iATION = 124. U0 O DOWNSTREAMn NODE ELE'JATIOfJ = 1~?.00 FLOWLENGTHiFEETi = 750.Ov MANNING'S N = .01. ESTIMATED PIPE DIAMETERtINCH> = 21.Oi~ NUMBER OF PIPES = 1 19 F'IPEFLOW THRU SUBAREAiCFS) = 21.63 TRAVEL TIMEiMIN.) = 1.04 TCtMIN.i = 17.68 ;~t~•;rar-x~~r~~r*~+r*+*~;~;Fat-z-x•~r+r~•***~~*~rt*t~t~r*~rtf~-**;~-~+~rt~-x~*af+f+.~r.~,E;~x~-r+~#* ~ *;~ a~~*~4-~-s~ FLOW PROCESS FF:OM NODE 12.u!> TO NODE i1.00 IE CODE = 8 .;:ADDITION OF SUBAREA TO MAINLINE PEAk` FLOW;<.<.<:<; ----------------------------------------------- -- ------------------ i >C>. 00 'r EAR RAINFALL INTENSITY i INCH: HOOF) _ x.545 SOIL CLASSIFICATIOhI IS "F" SIhiGLE-FAMILY(i/4 ACRE LOTi RUNOFF COEFFiCIEFJT = .7688 SUBAREA AREAiACRESi = 6.30 SUBAREA RUNOFF(CFSi = i3. 30 TOTAL AREAiACRES) = 17.=~ TOTAL RUNOFF(CFS) = 34.9 TCihlIhl) = 17.68 txtttttt+Ftttt+etttt~-tttttttttttttt~Fttttta-,~tttttttt~rttattttt;Fttttt~F*tt;Fttttxat FLOW PROCESS FROM NODE i1.U0 TO NODE 9.OU IS CODE _ _ :`COMPUTE PIPEFLOW TRAVELTiME THRU SUBAREA<::<<::_::; .::.>;USINB GOMF'UTEF.-ESTIMATED F'IFESIZE (NUN-rRESSURE FLOWi<;.~:<:<::<:: - --- ----------------------------------------- DEPTH OF FLUW IN _-. Cs INCH FIFE IS _~~ ------- - .~ iiVCHES PIFEFLOW VF_LOCIT`riFEET;SEC.7 = 7.' UPSTREAM NODE ELEVATION = 1!>.3. O~i DOWNSTREAM hJODE ELEVATIOhI = 95.00 FLOWLENGTH(FEETi = 800.Oi> MANNINB "~ N = .013 ESTIMATED PIPE DIAh1ETEF;tINCHi = 3_.00 NUMBER OF PIPES = 1 PIF'EFLOW THRU SUBAREAiCFS) = 34.9' TRA'JEL TIME(MiN.i = 1.73 TCiMIN.) = 19.-11 _ O t+tt-:t~ttttatttttt*tttttatttttttttttt-~c~t~-t~Fttttttttttttttt ~--xt~Fttttttttttttt ttttttt FLOW PF;OCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = S >`ADDITION OF SUBAREA TO MAINLINE F'EAk: FLOW::<:<::::<' 1!]0.00 YEAR RAIhiFhLL Ih1TEiVSITY(INCHiHCUR. ~.41~ SOIL CLASSIFICATIOhi IS "B" SINGLE-FAMILYl1;4 ACRE LOTi F;UNOFF COEFFI~.:IEi~iT = .7639 SUBAREA AREA(i=;CREST = 1C.i~i> SUrAF'EA F.'UIVOFF(CFB> _ _C. 16 TOTAL AREAiACRES) = 29.35 TOTAL RUtdOFF{CFS) = 57.09 TCiMIhJi = 19.41 ttttt-x~t;4tt+rtttt~Fttt-WttdFtt;Ftt;i t;tt tiro ttttttttiF ~'-tt#t#trt~tiFttiFt ictt #tttttt:r.-t :ei~;F FLOW PROCESS FRGM NODE 9.00 TO NODE 9.10 IS CODE _ _ ::%COMF'UTE F'IPEFLOW TRA'JELTIh1E THRU SUBAF.Er';<::<::<;<::: ,: ,%-USING CONFUTER-ESTIMATED F'IPESIZE iiVOhi-PRESSiiRE FLOW;<::: :: :: :: DEPTH OF FLOW IN 27.0 INCH P IPE IS 20 . -' INCHES PiF'EFLOW 'JELOCITY(FEET/SEC.i = 17.9 UPSTREAM NODE ELEti.'ATIOtJ = 9S. C>C> DOWNSTREAM NODE ELE'JA T IOfJ = 85. iii FLOWLEN6TH(FEETi = 3i>!>,00 MADUJINV'S N = .013 ESTIitiATED PIPE DIAMETER(INCHi = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAiCFS) = 57.i~9 O TRA'JEL TIMEtMIN.) _ .28 TC(MIN.i = 19.65 ~.a ----------------------------------------- - TOTAL tJUMbER GF STREAMS = _ COhiFLUEhiCE 'dALllES USED FOR INDEPENDEhiT STREAih ~ AF:E: TIME GF CONCEiVTRATION:MIN.i = i`>.7T RAItJPALL INTENSIT'r(INCHiHRi = '~ TGTi'-nL STREAM AREA(AGRE3) = 7. 3U PEAT: FLObJ RATEiCFS) AT COhJFLUEPJCE _ _x.44 ###'<##i#iF###+E iF##s+FiclFiFiFiFiF-Y~#ir#1~:!-IFt,'~#iFi~<.y###i-## k#qc#i-iF##'Fts-kiEi!#iFik tiFiF iF###~t~!-#'k ~k#t FLOW F'F:OCESS FROM hiGDE 17.OU T7 hiGDE i6.rU IS CODE _ ~1 ---------------------------------------------------------------------------- :.. .~~~-RHTIGtJAL MEIHCD INITIAL 3UbHKEH ANALYSIS<:<:<:'~1~~: -------------------- ASSUI.IED IhJITIAL SUBAREA UNIFORM DEVELGPMEhJT IS SINGLE FAihIL`r (1!4 ACRE) TC = ;::<CiLENGTH#-r.?>:fELE'JATION CHANvEi7=~.'C INITIAL SL'bAREA FLOW-LENGTH = 1000.0%0 UPSTREAM ELEVATIOiV = 113.OU DOWNSTFEAM ELE''Jrr ION = 1~>~'. Vr> ELEVATION DiFFERENI:E = iS.GO TC = ..-9_#C! i6l;ir,iri>##..?iii 1c.irr::il=x.~ = i4. ?27 10u.~>0 'Y'EaR F;AINFALI_ INTEiUSIT`riIiJCHir.OUR) = C.'c6' SOIL CLA~SIFICATIOIV IS '~" SIhiGLE-FAMIL`rtl4 ACRE LOT) RUh1GFF COEFFICIENT = .7745 SUYARE4 F:UNGFFiFSi = Cir.._=i TOTAL AREA(:','CRES) = 9.lti TOTAL RUhdOFFtCFS} _ ?ir.=4 ##i######-:E #+r--Y.-#~'k#-k#iE'~F##i( #?##~c##iF'.E###it#}{p+,~##~.##-lf~-IE-X-#~7Fit#ii*#~-iEif iE'k jE!E~leie#i#iE'.Fx?~T#-lt# FLOW F'RGCESS FROM NODE 1c. 00 TG hl~DE 15.06 IS-CODE-=---1--- ---------------------------------------- --------- - - ----- ..?:%DESIG~IATE I:NUEPENDENT STF;EAM FOR CDNFLLIE;JCE<.:=:::<<; ::%AND CO'riF'UTE VARIGUS CG NFLUENCED STF;EAM VALUES:.<: _::<:: ------------------------- TOTAL NiJhiPER OF STREAMS = -------- CGhJFLUETJCE 'JALUES USED FOR INDEF'ENDEIVT STREAM ARE: TIME OF COiVCEh11RATI0iViMItd.) = 14.E RA21+iFAl_L INTENSITY(INCH;HR) _ ?. S7 TGTAL ~TF:tr;r^ AnEA(ACRE'S) = 4.16 F•EAY: FLUW F:iiTE UCF3J AT COhJF L.UEI'JCE _ ~'7. 34 _# COh1FLUENCE DATA ## STREAM RUhJOFF Tc ItJTEtJSIT~i AREA IVUI"ibER ;r_FSi (hiIN.) ! IiVCH,`W=URi (ACREi 1 14.5.34 14.i:=: x.357 6i.76 _~'.S4 l:r.7_ ._.343 7.30 ~!%.._=4 14.:'0 _. S~7 4. li> #:F#####:E#i#'k.}# i##### 1-#z-iEii~t #it####W{=; h:N I I`!li###Tx'iiA~it##-iF-k :r itit#it#1E####it#it####-r##iF IN THIS CGiriPUTER FRO~RAM, THE COhiFLUENCE VALUE USED IS aASED GhJ THE RCFC:'<GiCD FOF;MULA GF F'LATE D-1 AS DEFAULT VALUE. THIS FGF;MULA WILL NGT hiECESSARIL`! RESULT IhJ THE h1AzIMUh1 'VALUE OF F'EAr:: FLOW. ###### ~-%####if# T############x %~it'x##ii#!'k#iFie~-##4iF#itiF;t#iFiF#;t r, #itiE##it###1E ~'.f##;tk##it RAINFALL INTENSITY AND TIhIE GF CGNCEtJTFATIOtJ RATIO CGNFLUEiVCE FORMULA USED FGF; 3 STtiEr='Pt:_. O ## FEAt: FLOi+i RATE TABLE #* STREAM RUNOF= Tc INTENSITYv I~ NUMBER ICES) 1 154.4' _ idb.7<> 165.79 CONFUTED CONFLUENCE DEAF: FLOW RATE (CF57 TOTAL AREAiACRES7 = iMIN.i tIhJCHiHOURi li~_T ..°48 14. GS `.'oS7 13. 2~ ~'. c67 ESTIMATES ARE AS FOLLOWS: = 186. 7U Tr_(MIN.1 = 14.45 78. 6U iF~it'h. iEiF+FiFit+~F'AiFiF*iFiF iF-1F'.FiF',Fit~3e:4+E+F+iF!FiFit iEiF-7FiEiF~R Y-s#-}-itii~jFiF~lFiFiEiFiElc~Fri!!E+F~iF'1E~iF'.Eri-Ir~eiFx#ia+~.,!' ~xaF FLOW F'F.OCESS FROM NODE 16.46 Tu NGUE 14.44 IS CCDE _ - )COMPUTE FiFEFLCW TRA'JELTIME Ti~RU SUBAR,Ei;:;<;<;,:: :::%USING COMFUTEF:-ESTIMATED FIrESICE (NON-PRESSURE FLOWi<::_'<::<::<:: -------------------------------------- -------------------------------------- UEPTH OF FLOW IhJ 48.U I;JCH F'IPE IS =4.3 INCHES. PIF'E_:=LOW VELOCITYiFEETSEC.i = 19.4 UPSTREAM NODE ELEVATION = ii%2.40 DOWNSTiiEAM h10DE ELEVATIOPJ = 54, 04 FLOWLEN6THtFEETi = 750.41? MANhiINB`S N = .4iv ESTIMATED F'IPE UTAMETEF,iINCHi = 45.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREAtCFSi = 166.74 TRA'JEL TIME'MIhi. i = .64 TCii`fIi~i. i = 14.69 *~*~t+t~rt~-~;F#x~i~at-~~at*~~-~-t:~-~-atat~**~r+t*rar x-+*~+tdt~* ~-*~~-x-~ee~-~;eirt:-~~x-~etac?i~-x--~;o-~y-rt=x~~-<~ FLOW PROCESS FRDM hJOD'c 15.40 T+7 h10DE 14.44 IS CODE = 5 ,.._,. ...:::;:ADDITION OF SUBAREA TO MAINLINE FEAI<:: FLOW«<;<;<: --------------------------------------------------------------------------- 160.40 YEAR RAINFALL INTENSIT'lfINCHiHOURi = 2.81? SOIL CLASSIFICATION IS "B" COMMERCIAL UEV'ELOFMENT RUh1OFF COEFFICIENT = .8756 SUBAREA AREA(ACRESi = c. 70 SUBAREA RUNOFFtCFSi = 16.5. TOTAL AREACACRESi = 55.30 TOTAL RUNOFF(CFS) = 20'.2' TCfMINi = 14. by t;r*.!~~-k-x~-r-et;~*t~-~*~et+t~*~x-*+tar;ert~*;FY~x--Kt*r~car.+t*~*-~~ie+ex-~-*+~;tx<~~.~;~r. trsf~-x~~~rc-~;r~-~-~~ FLOW F'ROCESs FROM NODE 14. i ~O TO NGUE 14. 1 i ~ I S CODE _ -• ---------------------------------------------------------------------------- ,: :::CONFUTE F'IFEFLOW TRA'JELTIME THRU SUBAREA<;<_<:<::::: ...:~:=USING COMPUTER-ESTIMATED PIFESI~E iNOtJ-FRESSiiF.E ------------------------------------------------------ ------------------------------------------------------ DEPTH OF FLOW IfJ 57.0 INCH PIPE IS 43.0 ItJCHES F'IFEFLOW 'JELOCIT'liFEET?SEC.i = 14.E UPSTREAM NODE ELE'JATIOtJ = 84.46 DOWNSTREAM NODE ELEVATIOh1 = 82.5!:: FLOWLEPJtuTH i FEET i = i 50.04 MANhi I N8 ' S N = .613 ESTIMATED PIPE DIAMETER[INCI-i> = 57.00 NUt9BER OF F' I PEFLOW THRU SUBAREA i CFS i = _i ~.-. ?3 TRAVEL TIMEtMIN.i = .15 TC!MiN.i = 14.87 FLOUT i <:: _:, ,:: <:: PIPES = 1 ~-io-iF-~x-~~r~r~it*at~•atie~eitx-~•at*it x-x~~t-ri~tit~~~~~t*~*x-~~-+~tieiEit~-~•ieitt~it~~c•~s~~c•~•at*-rr-~ x k~-xx-~+tie~~;e FLOW PROCESS FROM h1ODE 1.?. 14 TO NODE 13.4i~ IS CODE = 21 ..,%:%RATIOtJAL METHOD INITIAL SUBAREA ANAL`lSIS;!<:<:: i8 FLOW F'RGCESS F=:GM NODE i;~.4~:, TO NGDE 13. 1U i~ CODE _ _ ---------------------------------------------------------------------------- ~:>CGMF'UTE F'IrEFLOW TRA'JELTIiME THRU SUBAREA=::<.:<; ::: ---_-_USING-COMPLITER=ESTIMATED-FiF'ESI=E-(tJOhJ=PRESSURE-FLOWi________________ DEPTH OF FLOiJ ihJ 'ZS.ir iNCH FIFE i3 5.c IhJCHES PIFEFLGW VELCCIT'f(FEET/SEC.} = 12.5 UPSTREAM hiGDE EL*_VATIOhI = 117.50 DOWNSTREAM NGDE ELE'JATIOhI = 11,.E>O FLOWLEiVIi H(FEETi = i50,0~) MAN!'JiNG'S IV = .013 ESTIMATED F'iFE i1IAMETER(iNCH} _ =}5.p~, NUMBER OF F'1F'E~ = i FIFEFLOU T-iF.U SURAREAiCFS} = i2S.17 TRAVEL TiME:MI:"•;.% _ .CO TC(i1iN.) = 1=.60 ####3E##ii #~##~t##=s:E##r#'.Yx ~'4!E#####i#ii~'(~#-itir r-lc#~##.)c-r##'.rlx;(~###~R #'4 #'k #'k :i###!x-rt~+E#ii=c i=.}} FLOvi PF;UCE.== F=:G1`1 iJCDt 15.10 TO NODi= 1c.1V I:~ CLDE = 1 ,,..:%DESI6h}ATE IhiDF_F'=i~.iDEtdT STREAM FOR CGhiFliJENCE-::<::::: %ArJL CuMF"_~TE ','i=~i=iiLiUS: i:UiJFLtJEfJi:ED 'c RE 31`1 VALUES<::::::: TOTAL PSUML'tH i:r :~ 1 iitiit^.'.~ _ COFJFLUEP•iCE '`.'~Ll~'GJ USED F~:•R IiVDEF'ENUEid l STREAM ~ ARE: TIME OF CONCEhJTFfiTiCN(Mihi.i = 1-. 5C RAINFAL.i_ IiJTEiJSi T'f lli~iCH~'HF; :% _ ~.'=i4 TOTAL STREAM A~EA(ACRESi = 52.70 PEAk: FLG4i RATE (CFS) AT COhJF;_UENCE = 125.17 ## CGiJFL UEh}CE DATA +# STREr'3M F:LihiOFF T= ihiTEPJSiTY AREA /1 NUMBER (CFS} (MII+I.} (I~JCHiHCUR} (ACRE} Imo/) 1 i J5 Sc.OJ J. V5a 7. 1~> = i<s.i? i.?.b~% C.9_- 52.70 ##-k#~x-3~-##~#*-r. #~-r~==~##-r. #-x.-x-~*~-x#;~~=#tuARfJ I NG~-K-##~~r.-~####x######~x.-#~-#~##~###~#### IN THIS CONFUTER F'RC!URAhI. THE COhJFLUEiVCE 'dALL'E USED IS RASED ON THE RCFC'<UiCD FORMULA GF F'LATE D-1 AS DEFAULT VALUE. TH2S FORh1ULA WILL hJOT hJECE'~SARiLY RESULT IN THE MAXIMUM VALUE GF FEAk: FLOW. ###=-Ys##-.Y-31cit~k#a.;ex#~. aF#~'-i#1-;car###~e-~-9-.s-lE-'F#iE#~R#t~+f-#;F###?ii-,Y~ liF±+#1eiF# T~f-##iFr' #:~tat#iF#~F#xa RAII`1FALL IN.I~iVSil'Y Ai`!D TIME GF COh1CEMTRAII01'~i F;ATi0 CGNFLUEhlCE FJF:MiLA USED FOR 2 STREAMS. ~~- ='EAF~:: FLObJ FIAT- TABLE #+ hJUMBEF: (CFS:: 1 1.-4.ai SY:_. JO COMPUTED CGDiFL_ENCE FEAk: FLOW RATE (CFS) TOTA!_ AREAiACRES7 = Tc itdTEhJSiT'f (h':iPJ.i (ihiCH,•'HOUF:% 12.•5 =.i>5d 1-. 60 2.939 ESTIMATES AFE AS FOLLG4JS: = 142.56 Tc(MIiV.i = 13. e0 x-,:~#>#?t»####tt#-~-~~1-##x-~s-rtic-~#r-k=-x-x#ie#-r;c#ir##x~±t r##,r~x-##~####at###itt####;c#ir######+e FLGW F'F.'OCESS FF:OM NODE 15.1? TG P;C!DE i6.Ui~ IS CGLE _ _ - ------- "''~ "` `CGMF'U i ~ r- t r EFLObJ I FA'JELTI h1E THRU SUBAREA<::: ; <:: <:: ,:: ,,. "'"""USItd6 COMPUTER-ESTIMATED FiPESiZE (hiGeJ-PRESSURE FLOW><<:<::<::<:: ~s DE~'TH CF FLOW IN 42.0 INCH FIFE iS 3i.~ INCHES PIPEFLOW 'v'ELGCITY ?FEEIiSEC.i = 1.i.c UPSTREAM NGDE ELEVATiOtJ = 116.00 D04iNSTREAM NGDE ELEVATION = 1U'.G~~ FLOWLEhJGTH(FEET) = 500.i?u MANNING'S ESTIMATED F'IF'E DIAMETER(INCH) = 4200 F'IPEFLOW THRU SURAREAidFSi = 14.50 TF,AVEL TIME (MIN.) _ .45 Td (MIN.) N = .~>i= NUMBER GF FIFES = = 14.05 1 '3F?F'7t#'x'li' iFiFiFiFi'.'IF'kiF#''IF~Y"JF'IF'x' iF'N'-F~le i', iFai iF!E?i~iex'e :liFiFlFiiiF'R}',e?F'~"!'1Fi'rl'-iI' a'r ii* x'e1F'Ii'~I'iI"IF'iE'.!-IFi3"h ~'lF'K".h-R''~'4'1t'S'El- FLGW PF;dCESS FROM NGDE 13.1%' TO NGDE io.00 IS CEDE = a ADDITIdhi dF SUBAREA TO MAINLINE :=tAk:: FLOW:::::::::::: 100.00 'TEAR F:AItdFALL INTENSIT'!?II+iCHiHCURi = .587 SOIL CLASSIFICATION IS "B" SIiVGLE-FAhiiL'!(1!4 ACF;E LOTi F:UNOFF COEFFICIEiVT = ..-8UC SUPHF<Ei: At:EA(ACRES) = 1.9~i SUrAR'Er; RUNdFFiCF::7 = 4.~6 TOTAL AREA'.A~Rt~i = 51.7'_ TOTAL RUNGFF?CFSi = 14b.84 ~-:x ~,~. x.x.~~; ~=_~#~-~-~~-~-ie ,titer-x-;~;e~~s-x~tay-~~ ~-*s~t~~.~-st~~x~+t-tf~~x-~ry-tx-t~~ie~x-#~t-r ~+e t+c-rx-~e<...-x-~ FLOW PROCESS FRAM NGDE 16.00 Td hiODE 16.OC% I3 CODE = 1 DESIGNATE IiVDEF'EiVDENT STREAi•i FOR CONFLUEhiC;E<i=::<' ': --------------------------------- - TOTAL h1UMBER GF STREAI7S = T CdhiFLUENCE VALUES USED FOR ItJDEPEtJDENT STREAM i ARE: TIME OF CDNCENTRATION(MIN.i = 14.05 O RAINFALL INTEh1SITY(INCH/HRi = 2. S? TOT.=,L STF;EAM AF:EA(ACRES) = 61.7v F'EAk: FLObi RATE(CFS) AT CONFL'uEiVCE = i4S.S4 -IF x-~~-##4#x-~iEiE-Y-#it-iEiE t'kiF#iFiEr. iF'k##',e iF.x-±,.. tiF iE-:4i~# kieitietiFtiE-iEiiF#-k-Y.~iF'.E~-iP-1F~iE'k-iFiFiF-1F1FiFi1F'1-#it~iFitiF~'-#i FLOW PROCESS FROM hJODE 19.C?o T^ NGDE 16.00 iS CGDE _ ~1 ...:::~~RATIOIVAL METHOD itJITIAL SUBAREA AhdALYSIS~~::~:<::~::+:: ------------------------------------------- ASSUMED INITIAL SUBAF:EA UNIFdRM DEVELOPi'1ENT IS Cdi°It1ERCIAL TC = k::~C (LEtd6TH~t;t'); tELE•JATIdhJ CHANGEi 7~*.E INITIAL SUBAPEA FLOui-LENGTH = 1000.'u? LiF'STREAM ELEVATION = 120.0%~ DOWNSTF:EAM ELEVATION = 1!:2.00 ELE~.'ATION DIFFEREh1CE = SS.UU i -- %;U~-'•E3Ji( 1'~.i)%~)J~i.~.:. = 1U. 72d 10i~.%~%~ YEAR RAINFALL Ii'JTEhiSIT'';'tlhiL'HiHOURi = -._.-45 SOIL CLASSIFICATION IS "B" CuI~MERCIi=iI_ DE'e'ELGF'MENT RUNdrF CGEFFICIctJT = .878u SUBAREA RUh1OFFiCFSi = ~2.y4 TOTAL AREA (ACRES) = 7. SG TOTAL RUNOFFiCFS> = 22.'4 iFiE~iF~IFitit-k~~~r ~t~~~**x~*~it~y-x ~~ii~~z;E;E;aatie~t+x*;t~i~-+E~~tt-at;t;t~~ ~t ~x•ic•*~rar~x•;t~ar it*at :~~itatyr*~it*;tt;riei;tx FLOW PROCESS FROM NODE 16.0C> Td NODE 16.00 IS CODE = 1 ------------------- ,,?;DESIGNATE IhJUEPEPJDENT STREAM FOR CONFLUEhiCE<::<:;:<:: 16 ------- ---- ------ ------ ---- n#####tit ., niF#~*# 'rt##4-)F##:lxT#:C#:F'F~r#'e###A"ie'-i ~~h'.F'i iF #'k'iF'~' #iF4~?FtiE k##;e#'1FiF#'k'#ties?F'F~t . ?['!'##-.F'E#+ RATIOhiAL METHOD HYDROLOG`! COMPUTER PR06RAM BASED ON hi'JEF:EIDE COUNT'! FLOOD CONTROL '< WATER CONSEF.VATION DISTRICT (RCFC°,WCD> 192 H`lDFOLOG`! MANUAL (ci Ccpyr~orit 195E-91 Advanced Engineering So+twarz (aesi 'Jer. ;,. 9U Release Late: :,i09,~91 Serial #952, Analysis preparzd bv: NBSfLOWRY EN6IhJEEF:S AidD F'LANNEFiS " TEMECULA.CALIFOF'iJiA ####~-#=r.~#~-:~-F#-~Q-r~«-~~;~-F~F## DEEi::RIF'TIOhi uF STUD'! #~-~~;Ff~x;e;~#;~##f<#<t;F##r~##4 # iC:i? YEAR E'JEiT CAMEOS VERDE H'rDR.ui_OG"" AND F'F'ELIMi"JAR'! F'IPE SIZE= # # FILE:C"J10d.LAT # # ##########-;F iFiEiF-'~'-~-it##;(-###tiF aF-F±-i~iF F#iE-K ~i4;F##'F#~-~z;F Y-~iFiF;F=.F ita~######;rx##~r4#;F i.-r' #;FiFiF;F#~c;F;F FILE NAME: ~'•.'i~iti. Dr+T TIME~'DATE 0= =STUD'!: ~_.~7 S.' _°°11991 USEii :=:F'ELi~ ItD HYDF:LiL.Cu'! AND H'IDRAULiC MODEL INFOnMATIOPJ: USER SPECIFIED STCF;fi EVEfdT('lEARi = 1~ii?.i~0 ' ~ SPECIFIED MiNI;MUM FIFE SIZE(IhdCHi = '.00 SF'ECIFiEL PEF:CEiJT UI= GRADIEi•iTS(L`Ei7iMALi TO USE FOR FF:ICTIOhi SLOPE _ .9` iU-TEAR ~~TOF:hi 1 %-MIiJ'UTE INTENSiT'f i iNCHiHOURi = _. _~0 10-TEAR STOF:M 6u-MIPJUTE Ih1TENSIT`!{INCH/HOURi = .58~> 100-YEAR STCRI*i iu-MIhJUTE INTENSIT'!(INCHiHOURi = x.460 lOr>-YEAR STCRM .SirMINUTE IhJTENSITY(INCH/HOUR? = 1.300 SLOPE OF i~>-TEAR IhJTEPJSITY-DURATION CUR+JE _ .5505._< SLOPE OF iG0-YEAF. Ih1TENSIT'Y-DURATION CURVE _ .54955.6 COMPUTED RAi?dFALL INTENSITY DATA: STORi•i E'•i'EhiT = 100. 0U 1-HOUR INTENSIT`! i INCHiHOURi = 1.3i?ui=? SLOPE OF iiJTEiJSITY DURATION CURVE _ .5496 F:CFGB.WGD H`lLF:OLOG`! h1ANUAL "C"-VALUES USED NOTE: COMP! ! I E CC!FJFLLiEhJCE '•JAL'UES ACCLiRDiNt~ TO RCFCR.WGD H`<.•"URiiLOG`! MANUAL Ai'JD 1uh70F;E OIHEI~ CCPJFLt~ENCE COMHINATi0iV5 FOE: DOWPJSTiiEA1H i-'+IVHLYSES ####ic##~F~R-###5## :t=i-#####iF#ii~r-k#ir-#;E ~Ea-x.#~-#-i#~I-####Y-z~- e##~!?F#?Fi:-iE#~R-1-##-k##~i ~?~'.F's##?E'~z FLOW PRGCESS F'nuhi hJG'UE T _ . C?i? TO DIODE <t%. +_,O I S CODE = 6 C~ ihiF'UTE S I REETFLOW TF:A'•JELT I ME THF;U SUPAFiEA UPSTF,EAht ELEVAI i0iv = 150.CCi DOWD1STiiEAhi ELEVATION = 141.00 STREET LEiJ1~TH~FEETi = •=5??.tii? CURE HEIt?TH~INCHES> _ ~,. STREET HALFWIDTti(FEETi = 18.00 DISTANCE FROM CROWN TO CROSSFALL C,RADEbREA}:: = i1.C>U INTERIOR STREET CROSSFALL(DECIMAL) _ .i?2v OUTSIDE STF.EET CROSSFALL(UECIMAU = .020 SPECIFIED NUi•1bER OF HALFSTREETS CARRYING RUNOFF = 1 ##TRAVELTIME COMPUTED USING MErtN FLOW(CFSi = 7.6.' STREETFLOW MODEL RESULTS: 13 STREET FLOWDEF'TH(FEET7 = .45 _ HALT=STF.EET FLOODWIuTHiFEETi = 16.~~% AVERAGE FLOW VELOCiT'r(FEET:SEC.i = ~. 9 PRODUCT GF DERTt-181JELOCITY = 1. STREETFLOW TRAVELTIME(MINi = 5. b9 TCtMIN) = 1V.bF ~I~ liiii,i;i.% `FEAR RAINFALL INTENSIT'f(INCH/HOURi = _.35io SOIL CLASSIFICATION IS "B" SINGLE-FHMILY(i/4 ACRE LOT) RUNOFF COEFFICIENT = .7929 SLiBAREA ARE(=,(ACC.ES7 = ~.'"+O SUbAF.'EA RUtJOFF±CFSi = 10.3,3 SUMMED AREA(ACRESi = 3.91 TOTAL RUNOFF(CFBi = 11.38 EAiD OF cUBAREA STREETFLOW HYDRAULICS: DEF'TH(FEETi = .49 HHLFSTREET FLOODWIDTH(FEETi = 18.~i0 FLOW VELOCITY(FEETiSEC.i = _.U9 DErTH#'JELCCITY = 1.5~=% ####~k^#####it##iF#iEiFic#ib###iEri~~«###~ir#:h#~t.##~(.#####it####iF#'F###4###+(~######ie t-t#~«?`##iE4# FLOW PROCESS FRGM hJODE SS.C>L? TO NODE io. i =i IS CODE = 2i ,,,>;RATIGNAL METHOD INITIAL SUBAREA AhJALYSIS.::::;',::< ------------------------------------ ASSUMED IiVITiAL SUBAREA UtJIFOF(M DE'JELOPMENT IS SINGLE FAihIL`r (.ti4 ACREi TC = Y::#C(LEN6TH##3i!(ELEVATiON CHAhJGEi7##.< INITIAL SUBAF;EA FLOW-LENGTH = 90[:;. ~if: UPSTREAM ELEVATIOPJ = 1'-.;iii UOWbiSTREAM ELEVATIOhJ = 110.00 ELEVATiOhJ DIFFERENCE = 2i.0i> TC .3'%%#C ( YSiti.Oi;##=i l ( 21.001 7;t-#.2 = 12.649 100.00 YEAR RAINFALL INTEhJSiT'f(INCH/HOUFi = _.058 SOIL CLASSIFICATION) IS "B" /~, SINC;LE-FAMILY(1/4 ACRE LOTi RUNOFF COEFFICIENT = .7852 1~/~ SUBAREA RUNOFF(CFSi 17.05 TOTAL AREAiACRESi = 7.10 TOTAL RUeJOFF(CFSi = 17.05 ##############################it##k#####:F######t############################ FLOW PROCESS FROM NODE iS.iO TO NODE 1a. i0 IS CODE = i .. „~~::~uESIhhSATE'INDEF'tNDENT STREAM FOR CGhiFLUENCE::.:, ;<::.::: -------------------------- TOTAL NUPiBER OF STREAMS = COtJFLUEtJCE ~iALUF_S USED FOR iNDEF'ENDEh1T STREAM 1 ARE: TIME OF CONCEiVTRATIOPI(MIN. i = 12.,55 RAINFALL INTENSITY(iNCH;HRi = ~.!]6 TOTAL STREAM AF.'EA(ACRES> = 7.iU FEAt:: FLGW RATE (r_FS 7 AT CGhJFLtichdC~ = i 7. ~ i5 k######i`#ticic##########ie#####r. ########~###~:i~### ti###~###'####~. ###iF###########?~#iF FLOW PROCESS FROM NODE 18. 4C% TO NODE 18.4~i IS CODE _ - ::USER SPECIFIEL HYDRCLOC,'f INFGRMATIOhI AT hiGDE<::<:<:.~,; USER-SF'ECIFIEU L'ALUES ARE AS FOLLOWS: TC(hilrJi = 13.4~> RAIPJ INl-EhJSIT'f(ItiCH/HCURi = 2.95 TOTAL AF;EA(ACRESi = 52.70 TOTAL RUNOFF(CFS) = 1'6.17 ~q'