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33220Ozz�� y 02/18/2005 11:40 7605648350 MORAN AND ASSOC FEB. 18. 2005 11:46AM WILLDAN 1`00 H:! ! RCN 9497709041 W'WILLDAN Serving Public Agencies February 17, 2004 Mr. Marl: S. Moran MSM & Associates R O, Box 1305 La Quinia, CA 92253 -1305 SUBJECT; TENTATIVE TRACT MAP 33220 Dear Mr. Moran: PAGE 01 NO. 1216 P. 1 27042 Towoo Centre Drive, Suite 270 Foothill Ranch, Califomla 92610 949/470,88IIo fax 949177D.9041 w+tiuiwitician.rnm In response to your request, we have reviewed the subject project with respect to the need for a deceleration / right turn only lane. The review was based upon the development plans, prior studies and standard reference material. PROJECT DESCRIPTION The project is located on the south side of.Avenue 52 and east of Jefferson Street. A total of 149 condominium residential units are proposed, Vehicular access is planned at three locations along Avenue 52. The most westerly and most easterly access points lead to principal parking areas for the residents. TRIP GENERATION In order to evaluate access needs, it Is necessary to estimate the number of trips that would be generated. ' Studies have been conducted by government agencies and consultants to determine trip generation characteristics of various land uses. Rates from this body of data were obtained and applied to the planned development. The rates and . sources are fisted in Table I along with the estimated trip generation. As indicated in Table 1, the project is estimated to generate 70 AM peak hour trip ends (10 In, 60 Out) and 35 PM peak hour trip ends (55 In, 30 Out). Willdan Tentative Treat Map 33220 02/18/2005 11:•40 7605648350 MORAN AND ASSOC PAGE '02 rCD. lo. [VV� I1.4bAM WILLOAN FOO HILL RCH 949 770904- NO.1216 P• 2 TABU I TRIP GENERA TION Tentative Tract Map 33220 (�) Source: TrrA Generation, 71h Edigon; Institute of Transportation Engineers, 2003. Land Use 230, Residential Condominium /Townhouse Equations: AM Peak Hour: Ln(T) = 0.80 Ln (X)'+ 0.26 (17% In, 83 % Out) PM Peak Hour: I_n(T) cz 0.82 Ln'(x) +.0.32 (67% In, 33 % Out) Where T'= Trip Ends K = Dwelfing Units (2) Based upon 149 Dwelling Units. V'JIIIdan Tentative TPaCt Map 33220 2 -:. 02/18/2005 11:40 7605648350 MORAN AND ASSOC PAGE 03 BCD, 10, Z4V) WON WILLDAN FOOTHILL RCH 949 770904'1. N0. 1216 P: 3 . ANALV'SIS It is understood that the City guidelines require a deceleration /right turn only lane for a right turn volume of 50 or more peak hour trips, . As indicated in Table 1, the total peak . inbound volume is estimated to be 55 trip ends. The previous study assumed that 90 percent of the trips would be to and from the west on Avenue.52.' As a result, the total peak hour right turn volume would be 50 trips, Since there are two principal access points and one secondary, it can be concluded that the right turn volume at any access will be less than 50 trips. Asa result, a deceleration/ right turn only lane would not be required. SUMMAiR This review has examined the need for a deceleration I. right turn only lane on Avenue 52 to serve the proposed development of Tentative Tract 33220 in to Quinta. Estimates were made. of peak .hour trip .generation for the project with* the maximum estimated total inbound volume of 55 trips with 50 being right turns in.. Since there are two primary access Points as well as a secondary, it is concluded that the peak at any access would be less than 50 trips. This volume, of less than 50 trips, would not satisfy the City's guidelines of 50 or greater trips for a deceleration I right turn only lane. We trust that this review will be of assistance to you. If you have any questions or require additional information,' please contact us. Respectfully submitted, WILLDAN Wes n S' Pr' e, R co sikin, P.E. Registered Professional Engineer State of California Numbers C16828 & TR565 ' Letter Report to Mr. Charles E,, Crockall, W illdan, February 13, 2002_ Willdan Tentative Tract Map 33220 3 PARDUE; C®RN\IVESAL''m & ASSOCIATES, L INC.e PLANNING • ENGINEERING • SURVEYING HYDROLOGYAND HYDRAULIC CALCULATIONS CLUBHOUSE APARTMENTS LA QUINTA, CA PREPARED FOR: THE GREYSTONE GROUP 341 Bayside #7 Newport Beach, Ca 92660 A4 a NO. 42758... EXP: 3 -31 =07 r ®¢ CA10 J Prepared under the supervision of: ARD PARDUE, P.E. 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (714) 241 -34O0 • FAX (71 4) 241 -3432 I v ; t , r ' DISCUSSION: Clubhouse Apartments consists of multi - family housing situated on approximately 11 acres ' of dense residential zoned land. The site is located in the area bounded by Avenue 52 "d and the All American Canal. Sewer, water, and storm drain facilities exist adjacent to the ' site. . The-drainage concept is to direct surface drainage to proposed catch basins. These basins are in turn connected to various storm drain systems which direct flows to proposed ' retention basins Nos. 1 and 2 loacted at the northeast and northwest corners of the project. ' The onsite study is based on a 100 -year recurrence interval storm event. This report calculates the runoff expected to occur as a result of this event. The study is based on Riverside County Hydrology Rational Method calculations for hydrology and performed ' using AES Software. Pipe hydraulics were analyzed utilizing the Storm Cad hydraulics program by Haestad Methods. Retention Basins 1 and 2 are relatively small basins with the proposed catchments areas of 5.50 ac and 5.64 ac in size respectively. The 100 year 3, 6 and 24 hour analysis for these ponds was done using the RCFC "Shortcut (Effective Rainfall) Method" offering a more ' conservative model for flood routing. 1 P A R D U E, C O R N W E L L & ASSOCIATES, INC. ' 151 KALMUH DRIVE SUITE M -2 • COSTA MESA, CA 92526 • PHONE (714) 241 -3400 • FAX (71 4) 241 -3432 Included in this report are the following: ' 1. Hydrology Calculations 2. Pipe Hydraulics 3. Catch Basin Sizing Calculations 4. Dry Well Nuisance Water Capacity 5. Hydrology Reference Data 6. Sandfilter Sizing Calculations 7. Hydrology Map 8. Retention Basin Calculations ' a) Basin Storage Data b) Shortcut Method Effective Rainfall Calculation 9. Sandfilter Sizing Calculation 1 P A R D U E, C O R N W E L L & ASSOCIATES, INC. ' 151 KALMUH DRIVE SUITE M -2 • COSTA MESA, CA 92526 • PHONE (714) 241 -3400 • FAX (71 4) 241 -3432 r r HYDROLOGY CALCULATIONS 100 year PARDU'E, _CORNWELL & ASSOCIATES, INC. 151 KALMUB DRIVE SUITE M-2 • CosTq MESA, CA 92626 • PHONE (714) 241 -3400 • Fqx (714) 241 -3432 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2002 Advanced Engineering Software (aes) ' (Rational Tabling Version 5.9D) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates 151 Kalmus Drive Suite M -2 ' Costa Mesa, Ca 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ' * CLUBHOUSE APARTMENT COMPLEX * 100 yr Study * W.O. 342 -1, FILE: 34211 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FILE NAME: C:\ aes2002\ hydrosft \ratscx \34211.DAT❑❑❑❑❑❑❑❑❑❑❑❑❑❑ TIME /DATE OF STUDY: 10:33 02/24/2005 --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - - ----------------7------------------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 ' 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 ' SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.720 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ' *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ' 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 0.5 (FT *FT /S) ' *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 ' - -FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS'CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 375.00 UPSTREAM ELEVATION = 29.00 DOWNSTREAM ELEVATION = 24.79 ' ELEVATION DIFFERENCE = 4.21 TC = 0.359 *[( 375.00 * *3) /( 4.21)] * *.2 = 9.438 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.674 *USER SPECIFIED(GLOBAL): ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 2.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 22.74 DOWNSTREAM(FEET) = 20.59 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.14 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.93 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.62 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00 = 451.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------- - - - - -- TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.62 RAINFALL INTENSITY(INCH /HR) = 4.62 TOTAL STREAM AREA(ACRES) = 0.87 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH = 98.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ' ELEVATION.DIFFERENCE = 1.20 ' TC = 0.359 *[( 98.00 * *3) /( 1.20)] * *.2 = 5.423 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.444 *USER SPECIFIED(GLOBAL): ' CO.NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) = 20.59 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.77 ' LONGEST FLOWPATH FROM NODE 21.00 TO NODE 500.00 = 210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 1 - - - ------ ----------- ------ ---- --------------- »>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------------- ------------------------------------------ ' TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.77 ' RAINFALL INTENSITY(INCH /HR) = 6.22 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========------=-=---=-=---=--==-------======== -========= -=========== = = = = == ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24.75 ' ELEVATION DIFFERENCE = 1.85 TC = 0.359 *[( 100.00 * *3) /( 1.85)] * *.2 = 5.034 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.728 t *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.82 FLOW PROCESS FROM NODE 32.00 TO NODE 500.00 IS CODE = 1 ---------------------------=------------------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 6.73 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA - - »» > USING - COMPUTER- ESTIMATED - NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ELEVATION DATA: UPSTREAM(FEET) 1 2.93 9.62 4.624 0.87 ' 2 1.72 5.77 6.219 0.37 DEPTH OF FLOW IN 15.0 INCH PIPE 3 0.82 5.03 6.728 0.17 PIPE -FLOW VELOCITY(FEET /SEC.) ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * IN THIS COMPUTER PROGRAM, THE ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONFLUENCE VALUE USED IS BASED ESTIMATED PIPE DIAMETER(INCH) ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA PIPE- FLOW(CFS) = 4.77 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.92 LONGEST FLOWPATH FROM NODE RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.86 5.03 6.728 2 4.23 5.77 6.219 3 4.77 9.62 4.624 CCMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.77 Tc(MIN.) = 9.62 TOTAL AREA(ACRES) = 1.41 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00 = 451.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 500.00 TO NODE 42.00 IS CODE = 31 - - ---------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < ' - - »» > USING - COMPUTER- ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) «« <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 20.59 DOWNSTREAM(FEET) = 20.00 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.77 ' PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.92 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. ***FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 1 [�I 1 TOTAL "NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH /HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 131.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24.79 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 131.00 * *3) /( 1.81)] * *.2 = 5.945 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.110 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < ----- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.95 RAINFALL INTENSITY(INCH /HR) = 6.11 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.77 9.92 4.540 1.41 2 0.88 5.95 6.110 0.20 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE.VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.74 5.95 6.110 2 5.42 9.92 4.540 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.42 Tc(MIN.) = 9.92 ' TOTAL AREA(ACRES) = 1.61 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS FROM NODE 42.00 TO NODE 501.00 IS CODE = 31 -------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 19.55 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.42 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.14 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. - -FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < ' TOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 10.14 RAINFALL INTENSITY(INCH /HR) = 4.48 TOTAL STREAM AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 103.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 103.00 * *3) /( 1.40)] * *.2 = 5.418 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.448 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 501.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) = 19.55 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.06 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.58 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 501.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.79 RAINFALL INTENSITY(INCH /HR) = 6.21 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.42 10.14 4.484 1.61 2 1.58 5.79 6.206 0.34 ** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK STREAM FLOW RATE TABLE ** RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.67 5.79 6.206 ' 2 6.56 10.14 4.484 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW TOTAL AREA(ACRES) RATE(CFS) = = 6.56 Tc(MIN.) _ 1.95 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 10.14 501.00 = 600.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< i >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ' ELEVATION DATA UPSTREAM(FEET) 19.55 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.0 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 6.23 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.56 ' PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE' 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR'INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.38 RAINFALL INTENSITY(INCH /HR) = 4.42 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00.IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 143.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 2.40 TC = 0.359 *[( 143.00 * *3) /( 2.40)] * *.2 = 5.922 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.124 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 2.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.92 RAINFALL INTENSITY(INCH /HR) = 6.12 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38 ** CON.FLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA i NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 6.56 10.38 4.423 1.95 2 2.38 5.92 6.124 0.54 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** tRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.13 5.92 6.124 2 8.28 10.38 4.423 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.28 Tc(MIN.) = 10.38 TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 72.00 IS CODE = 31 -----------=------------------------ - -- - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< - ------------------------------------------------------------------ - ----- ' ELEVATION DATA: UPSTREAM(FEET) = 18.41 DOWNSTREAM(FEET) = 17.79 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.40 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.28 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.66 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. FLOW PROCESS FROM NODE 72.00 TO NODE - - -- 7200 -IS -CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH /HR) = 4.36 ' TOTAL STREAM AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<< < ' ASSUMED INITIAL SUBAREA UNIFORM i DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 78.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.18 ELEVATION DIFFERENCE = 1.82 TC = 0.359 *[( 78.00 * *3) /( 1.82)] * *.2 = 4.351 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.28 10.66 2 1.02 '5.00 INTENSITY AREA (INCH /HOUR) (ACRE) 4.355 2.49 6.755 0.21 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 4.91 2 8.94 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ LONGEST FLOWPATH FRI Tc INTENSITY (MIN.) (INCH /HOUR) 5.00 6.755 10.66 4.355 ESTIMATES ARE AS FOLLOWS: 8.94 Tc(MIN.) = 10.66 2.70 )M NODE 11.00 TO NODE 72.00 = 781.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< 0 i »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ' ELEVATION DATA: UPSTREAM(FEET) = 17.79 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 5.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.94 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.90 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM - NODE - - -- 50200 -TO- NODE - - -- 50200 -IS -CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ------------------------------------- ----------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.90 ' RAINFALL INTENSITY(INCH /HR) = 4.30 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 ---------------------------------------------------------------------------- -- >>>>>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < << --------------- - - - - -� ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 274.00 UPSTREAM ELEVATION = 26.25 DOWNSTREAM ELEVATION = 25.10 ' ELEVATION DIFFERENCE = 1.15 TC = 0.359 *[( 274.00 * *3) /( 1.15)] * *.2 = 10.136 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.485 ' *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.84 FLOW PROCESS FROM NODE 82.00 TO NODE 502.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ---------------------------- ' ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 7.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 81.00 TO NODE 502.00 = 359.00 FEET. ri ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 - - -------------------------7-------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < ' - - >>>>> AND _ COMPUTE - VARIOUS �CONFLUENCED- STREAM - VALUES «« <------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 10.33 RAINFALL INTENSITY(INCH /HR) = 4.44 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NU14BER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.94 10.90 4.299 2.70 2 1.84 10.33 4.436 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER •(CFS) (MIN.) (INCH /HOUR) 1 10.31 10.33 4.436 2 10.73 10.90 4.299 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.73 Tc(MIN.) = 10.90 TOTAL AREA(ACRES) = 3.27 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 502.00 TO NODE 92.00 IS CODE = 31 ---------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA UPSTREAM(FEET) = 17.32 DOWNSTREAM(FEET) = 17.26 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.73 ' PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.92 LONGEST FLOWPATH FROM NODE 11:00 TO NODE •92.00 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 1 _I 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.92 RAINFALL INTENSITY(INCH /HR) = 4.29 TOTAL STREAM AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 100.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.14 ELEVATION DIFFERENCE = 1.86 TC = 0.359 *[( 100.00 * *3) /( 1.86)] * *.2 = 5.028 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.733 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < ----------------- TCTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 6.73 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ** CONFLUENCE DATA ** STREAM RUNOFF. Tc NUMBER (CFS) (MIN.) 1 10.73 10.92 2 0.82 5.03 INTENSITY AREA (INCH /HOUR) (ACRE) 4.294 3.27 6.733 0.17 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.76 5.03 6.733 2 11.25 10.92 4.294 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.25 Tc(MIN.) = 10.92 TOTAL AREA(ACRES) = 3.44 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 92_00 -TO- NODE - - -- 10200 -IS -CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 17.26 DOWNSTREAM(FEET) = 16.73 FLOW LENGTH(FEET) = 77.00 MANNING•'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.25 ' PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 11.15 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' === 2_ TOTAL NUMBER OF STREAMS - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 RAINFALL INTENSITY(INCH /HR) = 4.24 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM 4 DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH = 77.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.19 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 77.00 * *3) /( 1.81)] * *.2 = 4.322 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.97 i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE' 102.00 TO NODE 102.00 IS CODE = 1 ---- -------- ----- ------ ---------- ---- ---- ---------- ---- ---- ---------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' - - >>>>> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES<<<<<------ -- ----- - - -- -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.20 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) .(MIN.) (INCH /HOUR) (ACRE) 1 11.25 11.15 4.244 3.44 2 0.97 5.00 6.755 0.20 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL.INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2-STREAMS.- ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.02 5.00 6.755 2 11.86 11.15 4.244 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.86 Tc(MIN.) = 11.15 TOTAL AREA(ACRES) = 3.64 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 102.00 TO NODE 503.00 IS CODE = 31 ---------------------------------------7------------------------------ >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' - -» >>> USING - COMPUTER - ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<<<<<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 16.73 DOWNSTREAM(FEET) = 16.27 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.74 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.86 ' PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.34 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 i »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) = 3.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 ' UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 150.00 * *3) /( 0.96)] * *.2 = 7.320 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.416 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.01 ' TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 112.00 -TO- NODE - - -- 50300 -IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< « < ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 16.27 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 ' DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 1.01 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.52 LCNGEST FLOWPATH FROM NODE 111.00 TO NODE 503.00 = 236.00 FEET. FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 -----------------------------------------------------------------=---------- ' »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.52 RAINFALL INTENSITY(INCH /HR) = 5.33 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 11.86 11.34 2 1.01 7.52 INTENSITY AREA (INCH /HOUR) (ACRE) 4.202 3.64 5.333 0.26 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 8.87 7.52 5.333 2 12.66 11.34 4.202 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.66 Tc(MIN.) = 11.34 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED.PIPESIZE (NON- PRESSURE FLOW)<<<<< --------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 16.27 DOWNSTREAM(FEET) = 15.60 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.00 ' ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.66 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 11.62 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- ' >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.62 RAINFALL INTENSITY(INCH /HR) = 4.14 TOTAL STREAM AREA(ACRES) = 3.90 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 ---------------------------------------------------------------- - - - - -- 7 Ll >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 156.00 UPSTREAM ELEVATION = 25.96 DCWNSTREAM ELEVATION = 23.85 ELEVATION DIFFERENCE = 2.11 TC = 0.359 *[( 156.00 * *3) /( 2.11)] * *.2 = 6.403 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.853 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < . »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH /HR) = 5.85 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.66 11.62 4.144 3.90 2 1.52 6.40 5.853 0.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.50 6.40 5.853 ' 2 13.74 11.62 4.144 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.74 Tc(MIN.) = 11.62 TOTAL AREA(ACRES) = 4.26 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< « < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 347.00 UPSTREAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 24.44 ' ELEVATION DIFFERENCE = 2.68 TC = 0.359 *[( 347.00 * *3) /( 2.68)] * *.2 = 9.861 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.557 ' *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) 2.89 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 2.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- ' »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 17.17 DOWNSTREAM(FEET) = 15.71 ' FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.77 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.89 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 10.01 ' LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.00 TO NODE 142-nn TS rnnF = i >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------- - - - -- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY(INCH /HR) = 4.52 ' TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 ---------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< tASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH = 361.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.47 ' ELEVATION DIFFERENCE = 2.64 TC = 0.359 *[( 361.00 * *3) /( 2.64)] * *.2 = 10.128 r ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.487 *USER SPECIFIED(GLOBAL): i CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 2.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 ---------------------------------------------------------------------------- ' >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MIN.) 10.13 RAINFALL INTENSITY(INCH /HR) = 4.49 ' TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INQH /HOUR) (ACRE) 1 2.89 10.01 4.518 0.88 ' 2 2.84 10.13 4.487 0.88 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.70 10.01 4.518 2 5.71 10.13 4.487 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.70 Tc(MIN.) = 10.01 TOTAL AREA(ACRES) = 1.76 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- ' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 61.00 UPSTREAM ELEVATION = 26.90 ' DOWNSTREAM ELEVATION = 26.30 ELEVATION DIFFERENCE = 0.60 i LI TC = 0.359 *[( 61.00 * *3) /( 0.60)] * *.2 = 4.687 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 600.00 IS CODE = 31 ------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 24.80 DOWNSTREAM(FEET) = 20.52 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.29 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.20 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 600.00 = 122.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 20.52 DOWNSTREAM(FEET) = 20.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.29 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 5.53 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 601.00 = 170.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.53 RAINFALL INTENSITY(INCH /HR) = 6.37 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< i 1� I. 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 135.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 135.00 * *3) /( 1.20)] * *.2 = 6.572 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.765 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 212.00 TO NODE 601.00 IS CODE = 31 »» > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 20.13 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.67 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ----------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.67 RAINFALL INTENSITY(INCH /HR) = 5.71 TOTAL STREAM AREA(ACRES) 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.29 5.53 2 1.12 6.67 INTENSITY AREA (INCH /HOUR) (ACRE) 6.371 0.06 5.715 0.27 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. i 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.22 5.53 6.371 2 1.38 6.67 5.715 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.38 Tc(MIN.) = 6.67 TOTAL AREA(ACRES) = 0.33 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 20.13 DOWNSTREAM(FEET) = 19.35 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.38 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.07 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.07 RAINFALL INTENSITY(INCH /HR) = 5.52 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 109.00 UPSTREAM ELEVATION = 26.56 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 109.00 * *3) /( 0.96)] * *.2 = 6.044 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.052 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.78 �I �I 11 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 222.00 TO NODE 602.00 IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU $UBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) = 19.35 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.78 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 602.00 = 173.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<' --------------- - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.21 RAINFALL INTENSITY(INCH /HR) = 5.96 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 ** CONFLUENCE DATA ** STREAM RUNOFF . Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.38 7.07 5.524 0.33 2 0.78 6.21 5.959 0.18 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.00 6.21 5.959 2 2.11 7.07 5.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.11 Tc(MIN.) = 7.07 TOTAL AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. 1 �I 1 U 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 19.35 DOWNSTREAM(FEET) = 18.27 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4..23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.11 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------ - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.56 RAINFALL INTENSITY(INCH /HR) = 5.32 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 --------------------------------------------------"-------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 260.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 260.00 * *3) /( 1.10)] * *.2 = 9.909 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.544 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.90 FLOW PROCESS FROM NODE 232.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 21.70 DOWNSTREAM(FEET) = 18.27 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03 fl t 1 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.13 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 603.00 = 353.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH /HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.11 7.56 5.316 0.51 2 1.90 10.13 4.486 0.58 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 3.53 2 3.68 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ LONGEST FLOWPATH FRI Tc INTENSITY (MIN.) (INCH /HOUR) 7.56 5.316 10.13 4.486 ESTIMATES ARE AS FOLLOWS: 3.53 Tc(MIN.) = 7.56 1.09 DM NODE 211.00 TO NODE 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 18.27 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.37 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.53 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.81 i ' LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- - - >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« <<<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 7.81 RAINFALL INTENSITY(INCH /HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 145.00 ' UPSTREAM ELEVATION = 25.70 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 0.50 TC = •0.359 *[( 145.00 * *3) /( 0.50)] * *.2 = 8.173 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.081 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 242.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------- - - - - -- - >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - ->>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) 22.80 DOWNSTREAM(FEET) = 17:81 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.99 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 241.00 TO NODE 604.00 = 207.00 FEET. FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.31 RAINFALL INTENSITY(INCH /HR) = 5.03 ' TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.53 7.81 5.215 1.09 2 0.99 8.31 5.033 0.27 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 4.45 7.81 5.215 2 4.39 8.31 5.033 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.45 Tc(MIN.) = 7.81 TOTAL AREA(ACRES) = 1.36 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 17.81 DOWNSTREAM(FEET) = 17.76 FLOW LENGTH(FEET) = 1 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.36 ' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.45 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 --------------------------------- ---------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.84 RAINFALL INTENSITY(INCH /HR) = 5.20 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45 I� 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 450.00 UPSTREAM ELEVATION = 27.20 DOWNSTREAM ELEVATION = 23.83 ELEVATION DIFFERENCE = 3.37 TC = 0.359 *[( 450.00 * *3) /( 3.37)] * *.2 = 11.009 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.275 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 3.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 252.00 TO NODE 605.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH /HR) = 4.28 TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 4.45 7.84 2 3.79 11.01 INTENSITY AREA (INCH /HOUR) (ACRE) 5.203 1.36 4.275 1.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 7.15 2 7.45 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ Tc (MIN.) 7.84 11.01 ESTIMATES = 7. 2.59 INTENSITY (INCH /HOUR) 5.203 4.275 ARE AS FOLLOWS: 15 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 ------------------------------------------------ >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< ' >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<. ELEVATION DATA: UPSTREAM(FEET) = 17.76 DOWNSTREAM(FEET) 15.10 ' FLOW LENGTH(FEET) = 157.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 7.15 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. LEI J F 1 u �I J -- FLOW - PROCESS FROM NODE 606..00 TO NODE 606.00 IS CODE = 1 ------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 5.07 TOTAL STREAM AREA(ACRES) = 2.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 ----------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------- _ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * * :2 INITIAL SUBAREA FLOW- LENGTH = 142.00 UPSTREAM ELEVATION = 25.50 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 142.00 * *3) /( 1.50)] * *.2 = 6.479 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.813 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 252.00 TO NODE 606.00 IS CODE = 1 --------------------------- --------------------- . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.48 RAINFALL INTENSITY(INCH /HR) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONE ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 7.15 8.21 2 0.88 6.48 5.81 0.21 LUENCE = 0.88 INTENSITY AREA (INCH /HOUR) (ACRE) 5.068 2.59 5.813 0.21 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.52 6.48 5.813 2 7.92 8.21 5.068 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.92 Tc(MIN.) _ TOTAL AREA(ACRES) = 2.80 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 8.21 606.00 = 625.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 606.00 TO NODE 262.00 IS CODE = 31 ----------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < - - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<< «<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 15.10 DOWNSTREAM(FEET) = 14.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.92 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 ------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 8.54 RAINFALL INTENSITY(INCH /HR) = 4.95 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.92 �I 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 261.00 TO NODE 262.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 104.00 UPSTREAM ELEVATION = 26.20 DOWNSTREAM ELEVATION = 24.58 ELEVATION DIFFERENCE = 1.62 TC = 0.359 *[( 104.00 * *3) /( 1.62)] * *.2 = 5.292 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.536 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ----- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.29 RAINFALL INTENSITY(INCH /HR) = 6.54 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 7.92 8.54 2 1.13 5.29 INTENSITY AREA (INCH /HOUR) (ACRE) 4.954 2.80 6.536 0.24 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 8.54 262.00 = 737.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH /HOUR) 1 6.04 5.29 6.536 2 8.77 8.54 4.954 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.77 Tc(MIN.) _ TOTAL AREA(ACRES) = 3.04 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 8.54 262.00 = 737.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH = 118.00 UPSTREAM ELEVATION = 25.90 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 0.80 - TC = 0.359 *[( 118.00 * *3) /( 0.80)] * *.2 = 6.574 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 5.764 *USER SPECIFIED(GLOBAL): ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 700.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< --------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 22.70 DOWNSTREAM(FEET) = 21.24 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.71 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 700.00 = 161.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 21.24 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN .12.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.28 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ok i TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.28 RAINFALL INTENSITY(INCH /HR) = 5.43 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 191.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 191.00 * *3) /( 1.00)] * *.2 = 8.394 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.003 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 312.00 TO NODE 701.00 IS CODE = 31 ---------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ' - -» >>> USING - COMPUTER- ESTIMATED- PIPESIZE -(NON- PRESSURE- FLOW)<<< << - - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 46.00 MANNING'S N - 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.31 ESTIMATED PIPE-DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.44 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 701.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ---------------------------------------------------------------------------- ' »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------------------------- - - - - -- ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44 1 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.79 7.28 5.434 ' 2 1.44 8.52 4.961 0.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' IN THIS COMPUTER PROGRAM, THE ON THE RCFC &WCD FORMULA OF CONFLUENCE VALUE USED IS BASED PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.02 7.28 5.434 ' 2 2.16 8.52 4.961 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.16 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU.SUBAREA<<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.95 DOWNSTREAM(FEET) = 19.99 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 9.19 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.19 RAINFALL INTENSITY(INCH /HR) = 4.75 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM i ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 136.00 UPSTREAM ELEVATION = 26.16 DOWNSTREAM ELEVATION = 25.00 ' ELEVATION DIFFERENCE = 1.16 TC = 0.359 *[( 136.00 * *3) /( 1.16)] * *.2 = 6.646 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.728 *USER SPECIFIED(GLOBAL): ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 322.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 19.99 ' FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.81 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.80 ' LONGEST FLOWPATH FROM NODE ' 321.00 TO NODE 702.00 = 204.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.80 RAINFALL INTENSITY(INCH /HR) = 5.65 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 2.16 •9.19 4.747 0.59 2 1.81 6.80 5.652 0.44 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE -OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.' 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.41 6.80 5.652 2 3.68 9.19 4.747 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.68 . Tc(MIN.) _ TOTAL AREA(ACRES) = 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 9.19 702.00'= 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) _ '19.99 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN ,18.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.68 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 10 ---------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 IN SUBAREA FLOW- LENGTH = 207.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.77 ELEVATION DIFFERENCE = 2.34 TC = 0.359 *[( 207.00 * *3) /( 2.34)] * *.2 = 7.431 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.369 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 332.00 TO NODE 703.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------------------------ - - ---- TOTAL NUMBER OF STREAMS = 2 F u I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH /HR) = 5.37 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 249.00 UPSTREAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 25.07 ELEVATION DIFFERENCE = 2.05 TC = 0.303 *[( 249.00 * *3) /( 2.05)] * *.2 = 7.194 1C0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.471 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 342.00 TO NODE 703.00 IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 20.80 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS). = 2.25 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM- NODE - - -- 703_00 -TO- NODE - - -- 703_00 -IS- CODE- =--- 1---- - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 'TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.45 RAINFALL INTENSITY(INCH /HR) = 5.36 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.93' 7.43 5.369 0.50 I� 2 2.25 7.45 5.359 0.57 1 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.17 7.43 5.369 2 4.17 7.45 '5.359 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.17 Tc(MIN.) = 7.45 TOTAL AREA(ACRES) = 1.07 ' LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 11 ---- -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE.DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.17 7.45 5.359 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. 1 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.68 9.36 4.697 1.03 ' LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D =1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 7.11 7.45 5.359 2 7.34 9.36 4.697 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.11 Tc(MIN.) = 7.45 TOTAL AREA(ACRES) = 2.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.10 TC(MIN.) = 7.45 PEAK FLOW RATE(CFS) = 7.11 END OF RATIONAL METHOD ANALYSIS ti HYDROLOGY CALCULATIONS 10 year n P A R D U E , C O R N W E L L & ASSOCIATES, I N C 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAx (71 4) 241-3432 ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982 -2002 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2002 License ID 1420 ELI fl 1� t Analysis prepared by: Pardue, Cornwell and Associates 151 Kalmus Drive Suite M -2 Costa Mesa, Ca 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CLUBHOUSE APARTMENT COMPLEX * 10 yr STUDY * W.O. 342 -1, FILE: 34211 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002 \hydrosft \ratscx \34211.DAT TIME /DATE OF STUDY: 21:02 02/23/2005 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) _ 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.5799 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.720 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - - - - - -- - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 - - - -- - ----- ----- 2.00 0.0312 0.167 ------= 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 0.5 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11,.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- ' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /.(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 375.00 UPSTREAM ELEVATION = 29.00 DOWNSTREAM ELEVATION = 24.79 ELEVATION DIFFERENCE = 4.21 TC = 0.359 *[( 375.00 * *3) /( 4.21)] * *.2 = 9.438 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.893 ' *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.81 FLOW PROCESS FROM NODE 12.00 TO NODE 500.00 IS CODE = 31 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.74 DOWNSTREAM(FEET) = 20.59 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.30 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) ' PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.64 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00'= 451.00 FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 ----------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH /HR) = 2.86 TOTAL-STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 FLOW PROCESS FROM NODE . 21.00 TO NODE 22.00 IS CODE = 21 ---------------7------------------------------------------------------------ ' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *. *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = '98.00 UPSTREAM ELEVATION = 26.60 IDOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 98.00 * *3) /( 1.20)] * *.2 = 5.423 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.990 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.06 1 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t t 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.81 RAINFALL INTENSITY(INCH /HR) = 3.83 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ------ - - - - -- » - RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< -------------------------- - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = ' 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24.75 ELEVATION DIFFERENCE = 1.85 TC = 0.359 *[( 100.00 * *3) /( 1.85)] * *.2 = 5.034 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) 0.51 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 500.00 IS CODE = 1 FLOW PROCESS FROM NODE , 22.00 TO NODE 500.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL -- - - - - - - TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) = 20.59 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 1 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.77 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.81 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 500.00 = 210.00 FEET. t t 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.81 RAINFALL INTENSITY(INCH /HR) = 3.83 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ------ - - - - -- » - RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< -------------------------- - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = ' 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24.75 ELEVATION DIFFERENCE = 1.85 TC = 0.359 *[( 100.00 * *3) /( 1.85)] * *.2 = 5.034 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) 0.51 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 500.00 IS CODE = 1 J !I ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< - ->> >>> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM- VALUES<< «<------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 4.17 TOTAL STREAM AREA(ACRES) = . 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.81 9.64 2 1.06 5.81 3 0.51 5.03 INTENSITY AREA (INCH /HOUR) (ACRE) 2.858 0.87 3.832 0.37 4.166 0.17 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK.FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.38 5.03 4.166 2 2.62 5.81 3.832 3 2.95 9.64 2.858 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.95 Tc(MIN.) = 9.64 TOTAL AREA(ACRES) = 1.41 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00 = 451.00 FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 42.00 IS CODE = 31 1 ------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< EVATION DATA: UPSTREAM(FEET) = 20.59 DOWNSTREAM(FEET) = 20.00 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.22 ' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.95 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 9.98 1 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 1 ---------------------------------------------------------------------- - - - - -- 1 LJ t >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------- TOTP.L NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.98 RAINFALL INTENSITY(INCH /HR) = 2.80 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH.= 131.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = .24.79 ELEVATION DIFFERENCE _ 1.81 TC = 0.359 *[( 131.00 * *3) /(. 1.81)] * *.2 = 5.945 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.782 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS)-= 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------- ------------ .TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.95 RAINFALL INTENSITY(INCH /HR) = 3.78 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 1 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.95 9.98 2.802 1.41 2 0.54 5.95 3.782 0.20 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT.IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL'INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.31 5.95 3.782 2 3.36 9.98 2.802 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.36 Tc(MIN.) = 9.98 TOTAL AREA(ACRES) = 1.61 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 501.00 IS CODE = 31 ---------------------------------------------------------------------------- ' » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<« » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------ -------- ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 19.55 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.36 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.22 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ----------------------------- ----------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.22 RAINFALL INTENSITY(INCH /HR) = 2.76 TOTAL STREAM AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS -CODE = 21 --------------.-------------------------------------------------------- ..>>> ­RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 103.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 103.00 * *3) /( 1.40)] * *.2 = 5.418 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.992 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.98 t t 1 1 FLOW PROCESS FROM NODE 52.00 TO NODE 501.00 IS CODE = 31 » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) = 19.55 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE =FLOW VELOCITY(FEET /SEC.) = 5.28 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FL'OW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 5.84 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 501.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ----------------------------- ----------- TOTAL NUMBER OF STREAMS = 2� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.84 RAINFALL INTENSITY(INCH /HR) = 3.82 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CPS) (MIN.) 1 3.36 10.22 2 0.98 5.84 INTENSITY AREA (INCH /HOUR) .(ACRE) 2.763 1.61 3.821 0.34 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D71 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 2.90 2 4:06 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FRi Tc INTENSITY (MIN.) (INCH /HOUR) 5.84 3.821 10.22 2.763 ESTIMATES ARE AS FOLLOWS: 4.06 Tc(MIN.) = 10.22 1.95 DM NODE 11.00 TO NODE 501.00 = 600.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- n >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET) = 19.55 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.06 - PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 ---------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ' = =TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 ' RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 n L- �I, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 -------------------------------------------------------------7-------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 143.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 2.40 TC = 0.359 *[( 143.00 * *3) /( 2.40)] * *.2 = 5.922 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.791 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 1.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< -------------------------- ----------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.92 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA•(ACRES,) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.47 ** CONFLUENCE DATA ** 1 STREAM RUNOFF -Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.06 10.48 2.722 1.95 2 1.47 5.92 3.791 0.54 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.77 5.92 3.791 2 5.12 10.48 2.722 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.12 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE, 62.00 TO NODE 72.00 IS CODE = 31 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 18.41 DOWNSTREAM(FEET) 17.79 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.12 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 10.80_ LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 ----------------7--------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------------------------- -------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF'CONCENTRATION(MIN.) = 10.80 ' RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES)..= 2.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.12 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 ------------------ ---------------------------------------------------------- ». »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 78.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.18 ' ELEVATION DIFFERENCE = 1.82 TC = 0.359 *[( 78.00 * *3) /( 1.82)] * *.2 = 4.351 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.63 ' TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE -- 72.00 -TO- NODE - - - -- 7200 -IS- CODE 1 ------- - - - - -- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< __________________________________ _______________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 ' RAINFALL.INTENSITY(INCH /HR)' = 4.18 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.12 10.80 2.676 2.49 2 0.63 5.00 4.182 0.21 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF. Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.00 5.00 4.182 2 5.53 10.80 2.676 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.53 Tc(MIN.) = 10.80 TOTAL AREA(ACRES) = 2.70 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- - FLOW PROCESS FROM NODE 72.00 TO NODE 502.00 IS CODE = 31 ---- ------- ----- ----- ---------- --- ----- ---------- --- ----- -- ---- ---- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 17.79 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 -------7-------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.07 RAINFALL INTENSITY(INCH /HR) = 2.64 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 274.00 UPSTREAM ELEVATION = 26.25 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 1.15 TC = 0.359 *[( 274.00 * *3) /( 1.15)] * *.2 = 10.136 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.776 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.14 FLOW PROCESS FROM NODE 82.00 TO NODE 502.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------- ------ ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 85.00 MANNING'S'N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.47 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ 1.14 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.35 ' LONGEST FLOWPATH FROM NODE 81.00 TO NODE 502.00 = 359.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 ---------------------------------------------------------------------------- ' - ->> >>>DESIGNATE- INDEPENDENT STREAM - FOR - CONFLUENCE« <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------ ------ TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.)'= 10.35 RAINFALL INTENSITY(INCH /HR) = 2.74 TOTAL STREAM AREA(ACRES) = 0.57 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.53 11.07 2.638 2.70 2 1.14 10.35 2.742 0.57 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM RUNOFF Tc INTENSITY NUMBER .(CFS) (MIN.) (INCH /HOUR) 1 6.31 10.35 2.742 ' 2 6.62 11.07 2.638 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.62 Tc(MIN.) = 11.07 ' TOTAL AREA(ACRES) = 3.27 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. FLOW PROCESS FROM NODE 502.00 ---------------------------------------------------------------------------- TO NODE 92.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' -- » >>> USING COMPUTER - ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - ELEVATION DATA: UPSTREAM(FEET) - - - - -- = 17.32 DOWNSTREAM(FEET) = 17.26 ' FLOW LENGTH(FEET) = 8.00 DEPTH OF FLOW IN 18.0 INCH PIPE MANNING'S N = 0.013 IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.62 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i � I " � I � I � I � I u FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 ---------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.09 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 3'.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 21 ----- - - - - -- » >>>RATIONAL'METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 100.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.14 ELEVATION DIFFERENCE = 1.86 TC = 0.359 *[( 100..00 * *3) /( 1.86)] * *.2 = 5.028 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.168 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.51 TCTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.51 - -FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 ---------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >­-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 4.17 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.62 11.09 2.634 3.27 2 0.51 5.03 4.168 0.17 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1.AS DEFAULT VALUE. THIS FORMULA ' WILL•NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH /HR) = 2.60 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 -----------------------7---------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 77.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.19 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 77.00 * *3) /( 1.81)] * *.2 = 4.322 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.60 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 '3.51 5.03 4.168 ' 2 6.95 11.09 2.634 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) _ . 6.95 Tc (MIN. ) = 11.09 TOTAL AREA(ACRES) = 3.44 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.00 FEET. ' - -FLOW PROCESS FROM NODE 92.00 ---------------------------------------------------------------------- TO NODE 102.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' - -> >>>USING COMPUTER - ESTIMATEDPIPESIZE- (NON - PRESSURE- FLOW)<< « < - - ELEVATION DATA: UPSTREAM(FEET) ----- - - - - -- = 17.26 DOWNSTREAM(FEET) = 16.73 FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.013 ' 'DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.95 ' PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.34 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH /HR) = 2.60 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 -----------------------7---------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 77.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.19 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 77.00 * *3) /( 1.81)] * *.2 = 4.322 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------ --------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.95 11.34 2.600 3.44 2 0.60 5.00 4.182 0.20 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.66 5.00 4.182 ' 2 7.32 11.34 2.600 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.32 Tc(MIN.) = 11.34 TOTAL AREA(ACRES) = 3.64 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 --------------------------------------------------------------------=------- TO NODE 503.00 IS CODE = 31 » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<, «< ' ­-USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) --------------------------- ------------- = 16.73 DOWNSTREAM(FEET) = 16.27 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.32 ' PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. ' FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 ----------------------------------------------------------------------------- ' >> >>>DE'SIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ----------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH /HR) = 2.57 TOTAL STREAM AREA(ACRES) = 3.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 111.00 -TO- NODE ---- 112.00�IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< -------------------------------- ------ ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 ' UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 0.96 ' TC = 0.359 *[( 150.00 * *3) /( 0.96)] * *.2 7.320 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.352 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 ' SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 503.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) 16.27 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.63 PIPE TRAVEL TIME(MIN.) 0.23 Tc(MIN.) = 7.55 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 503.00 = 236.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ­.-AN D COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------- ----------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.55 RAINFALL INTENSITY(INCH /HR) = 3.29' TOTAL STREAM AREA(ACRES) = 0.26 ' PEAK FLOW RATE(CFS) At CONFLUENCE = 0.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2 7.32 0.63 11.56 2.572 7.55 3.294 3.64 0.26 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' IN THIS.COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA. OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 5.41 7.55 3.294 2 7.81 11.56 2.572 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.81 Tc(MIN.) = 11.56 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 122.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > > >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 16.27 DOWNSTREAM(FEET) 15.60 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) PIPE TRAVEL TIME(MIN.), = 0.32 Tc(MIN.) = 11.88 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ----.------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.88 RAINFALL INTENSITY(INCH /HR) = 2.53 TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 1 Ir >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 156.00 UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 23.85 ELEVATION DIFFERENCE = 2.11 TC = 0.359 *[( 156.00 * *3) /( 2.11)] * *.2 = 6.403 10-YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.623 ' *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.94 FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 --------------------=----------------------------- ' >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------- - - ---- ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH /HR) = 3.62 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.81 11.88 2.532 3.90 ' 2 0.94 6.40 3.623 0.36 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 5.15 6.40 3.623 2 8.47 11.88 2.532 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.47 Tc(MIN.) = 11.88 TOTAL AREA(ACRES) = 4.26 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. ' FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE _ 21 ---------------------------------------------------------------------------- ' >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 347.00 UPSTREAM ELEVATION = 27.12 ' DOWNSTREAM ELEVATION = 24.44 ELEVATION DIFFERENCE = 2.68 TC = 0.359 *[( 347.00 * *3) /( 2.68)] * *.2 = 9.861 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.821 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.79 1 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO NODE - - -- 142 00 -IS -CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.17 DOWNSTREAM(FEET) = 15.71 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 ' DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 1 PIPE- FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 10.03 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = .2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY(INCH /HR) _ ` 2.79 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 ----------------------------7----------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 361.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.47 ELEVATION DIFFERENCE = 2.64 ' TC = 0.359 *[( 361.00 * *3) /( 2.64)] * *.2 = 10.128 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.777 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< -------------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH /HR) = 2.78 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.79 10.03 2 1.76 10.13 INTENSITY AREA (INCH /HOUR) (ACRE) 2.794 0.88 2'.777 0.88 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF NUMBER (CFS) 1 3.53 2 3.54 ' COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FRI Tc INTENSITY (MIN.) (INCH /HOUR) 10.03 2.794 10.13 2.777 ESTIMATES ARE AS FOLLOWS: = 3.53 Tc(MIN.) = 10.03 1.76 DM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- » - RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 61.00 UPSTREAM ELEVATION = 26.90 ' DOWNSTREAM ELEVATION = 26.30 ELEVATION DIFFERENCE = 0.60 ' TC = 0.359 *[( 61.00 * *3) /( 0.60)] * *.2 = 4.687 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 202.00 TO NODE 600.00 IS CODE = 31 - - ---------------------------------------------------------------------- 1 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -------------------------- ----------------------- ' ELEVATION DATA: UPSTREAM(FEET) = 24.80 DOWNSTREAM(FEET) = 20.52 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.2 INCHES I PIPE -FLOW VELOCITY(FEET /SEC.) = 4.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ . 0.18 ' PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 5.23 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 600.00 = 122.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 31 ---------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 20.52 DOWNSTREAM(FEET) 20.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF-FLOW IN 12.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.05 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.18 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.62 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 601.00 = 170.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00.IS CODE = 1 ---------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE - VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.62 RAINFALL INTENSITY(INCH /HR) = 3.91 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.18 FLOW PROCESS FROM NODE 211.00 TO NODE - 212.00 IS CODE = 21 --------------------------------------------------------------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 135.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 135.00 * *3) /( 1.20)] * *.2 = 6.572 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.569 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 212.00 TO NODE 60.1.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 20.13 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.69 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.69 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM-FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< -------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.69 RAINFALL INTENSITY(INCH /HR) = 3.53 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.18, 5.62 2 0.69 6.69 INTENSITY AREA (INCH /HOUR) (ACRE) 3.906 0.06 3.533 0.27 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA. WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 0.76 5.62 3.906 2 0.86 6.69 3.533 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.86 Tc(MIN.) = 6.69 TOTAL AREA(ACRES) = 0.33 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE ,(NON- PRESSURE FLOW)<< <<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 20.13 DOWNSTREAM(FEET) = 19.35 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3'INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.3.4 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH /HR) = 3.40 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 109.00 UPSTREAM ELEVATION = 26.56 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 109.00 * *3) /( 0.96)] * *.2 = 6.044 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.746 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 ' SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 222.00 TO NODE 602.00 IS CODE = 31 _ - >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) = 19.35 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.74 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.49 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 602.00 = 173.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.23 RAINFALL INTENSITY(INCH /HR) = 3.68 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.86 7.14 3.401 0.33 2 0.49 6.23 3.681 0.18 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.23 6.23 3.681 2 1.31 7.14 3.401 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.31 Tc(MIN.) = 7.14 TOTAL AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET'. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ----------------------------------- ' ELEVATION DATA: UPSTREAM(FEET) = 19.35 DOWNSTREAM(FEET) = 18.27 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 3.75 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.31 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 7.69 ' LONGEST FLOWPATH FROM NODE 211.00 TO NODE 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS - FROM - NODE - - -- 603.00 -TO- NODE - - -- 603.00 -IS- CODE 1 ----- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------- ---------------------------------------------------------------------------- ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.69 ' RAINFALL INTENSITY(INCH /HR) = 3.26 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE '= 1.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- » - RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 260.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 260.00 * *3) /( 1.10)] * *.2 = 9.909 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 232.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------- -- ------------ ELEVATION DATA: UPSTREAM(FEET) 21.70 DOWNSTREAM(FEET) 18.27 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 ' DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.16 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.17 ' PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 603.00 = 353.00 FEET. FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< --------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.16 RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.17 ** CONFLUENCE DATA ** TABLE ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.31 7.69 3.259 0.51 2 1.17 10.16 2.772 0.58 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.19 7.69 3.259 2 2.29 10.16 2.772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.19 TC(MIN.) _ TOTAL AREA(ACRES) = 1.09 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 7.69 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------ - ----- ELEVATION DATA: UPSTREAM(FEET) = 18.27 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 67.00 MANNING'S N'= 0.013 DEPTH OF FLOW IN' 12.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.19 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.98 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.98 RAINFALL INTENSITY(INCH /HR) = 3.19 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------• - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 145.00 UPSTREAM ELEVATION = 2.5.70 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 0.50 TC = 0.359 *[( 145.00 * *3) /( 0.50)] * *.2 = 8.173 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.145 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 242.00 TO NODE 604.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON = PRESSURE FLOW) <<<<< --------------------------- - - - --- ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.73 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.61 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.33 LONGEST FLOWPATH FROM NODE 241.00 TO NODE 604.00 = 207.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------7------------------------------------------------------------------ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ­-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< i TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.33 RAINFALL INTENSITY(INCH /HR) = 3.11 ' TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.19 7.98 3.189 1.09 ' 2 0.61 8.33 3.111 0.27 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL. INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 2.78 7.98 3.189 2 2.75 8.33 3.111 i COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.78 Tc(MIN.) = 7.98 TOTAL AREA(ACRES) = 1.36 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 17.81 DOWNSTREAM(FEET) = 17.76 ' FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH *PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.78 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 -------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE<< <<< ---------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH /HR) = 3.18 ' TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 ---------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW - LENGTH = 450.00 UPSTREAM ELEVATION = 27.20 DOWNSTREAM ELEVATION = 23.83 ELEVATION DIFFERENCE = 3.37 ' TC = 0.359 *[( 450.00 * *3) /( 3.37)] * *.2 = 11.009 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.646 *USER SPECIFIED(GLOBAL): t CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 2.34 FLOW PROCESS FROM NODE 252.00 TO NODE 605.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< --------------- - TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH /HR) = 2.65 TOTAL STREAM AREA(ACRES) = 1.23 ' PEAK FLOW.RATE(CFS) AT CONFLUENCE = 2.34 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.78 8.01.. 3.182 .1.36 2 2.34 11.01 2.646 1.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.)- (INCH /HOUR) 1 4.49 8.01 3.182 ' 2 4.66 11.01 2.646 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0 LOWS: PEAK FLOW RATE(CFS) = 4.49 Tc(MIN.) = 8.01 TOTAL AREA(ACRES) = 2.59 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 ---------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------- - - - --- ELEVATION DATA: UPSTREAM(FEET) = 17.76 DOWNSTREAM(FEET) = 15.10 FLOW LENGTH(FEET) = 157.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 4.49 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.41 RAINFALL INTENSITY(INCH /HR) = 3.09 TOTAL STREAM AREA(ACRES) = 2.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 ---------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------- - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 142.00 UPSTREAM ELEVATION = 25.50 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 142.00 * *3) /( 1.50)] * *.2 = 6.479 10•YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.598 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 252.00 TO NODE 606.00 IS CODE = 1 ----------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 6.48 RAINFALL INTENSITY(INCH /HR) = 3.60 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.49 8.41 3.093 2.59 2 0.54 6.48 3.598 0.21 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF-PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.00 6.48 3.598 2 4.95 8.41 3.093 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.95 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 2.80 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS - FROM - - - -- NODE 606 00 TO NODE 262.00 IS CODE = 31 ------ - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 15.10 DOWNSTREAM(FEET) = 14.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.95 ' PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.78 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 ------------------------=--------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' TOTAL NUMBER OF STREAMS = = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.78 ' RAINFALL INTENSITY(INCH /HR) = 3.02 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 261.00 TO NODE 262.00 IS CODE = 21 ---------------------------------------------------------------------------- ' >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 104.00 UPSTREAM ELEVATION = 26.20 ' DOWNSTREAM ELEVATION = 24.58 ELEVATION DIFFERENCE = 1.62 TC = 0.359 *[( 104.00 * *3) /( 1.62)] * *.2 = 5.292 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.046 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE - 262.00 -TO- NODE - - -- 26200 -IS -CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< = =TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.29 ' RAINFALL INTENSITY(INCH /HR) = 4.05 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.•95 8.78 3.017 2.80 2 0.70. 5.29 4.046 0.24 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.69 5.29 4.046 2 5.47 8.78 3.017 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE.(CFS) = 5.47 Tc(MIN.) = 8.78 TOTAL AREA(ACRES) = 3.04 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW - LENGTH = 118.00 UPSTREAM ELEVATION = 25.90 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 0,.80 ° TC = 0.359 *[( 118.00 * *3) /( 0.80)] * *.2 = 6.574 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.568 *USER SPECIFIED(GLOBAL): ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.49 FLOW PROCESS FROM NODE 302.00 TO NODE 700.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 22.70 DOWNSTREAM(FEET) = 21.24 ' FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 4.63 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE FLOW(CFS) - 0.49 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.73 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 700.00 = 161.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS - FROM - NODE - - -- 700.00 -TO- NODE - - -- 70100 -IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET) = 21.24 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 ' DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.06 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.49 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 7.38 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 �J Fl L� ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------- -. - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH /HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /('ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 191.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 191.00 * *3) /( 1.00)] * *.2 = 8.394 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.097 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 312.00 TO NODE 701.00 IS CODE = 31 -------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE- (NON - PRESSURE- FLOW)<< «<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 701.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------- ------ TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH /HR) = 3.07 ' TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 1.34 Tc(MIN.) = 8.53 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. 17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<, ELEVATION DATA: UPSTREAM(FEET) = 20.95 DOWNSTREAM(FEET) = 19.99 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.36 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH /HR) = 2.92 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 21 ----------------------------------------------------------- - - - - -- - - -- ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.49 7.38 3.336 0.19 2 0.89 8.53 3.067 0.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' IN.THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.26 7.38 3.336 ' 2 1.34 8.53 3.067 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 1.34 Tc(MIN.) = 8.53 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. 17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<, ELEVATION DATA: UPSTREAM(FEET) = 20.95 DOWNSTREAM(FEET) = 19.99 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.36 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH /HR) = 2.92 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 21 ----------------------------------------------------------- - - - - -- - - -- 41 I II f >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 136.00 UPSTREAM ELEVATION'= 26.16 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 1.16 TC = 0.359 *[( 136.00 * *3) /( 1.16)] * *.2 = 6.646 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 322.00 TO NODE 702.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------- ------ ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 19.99 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1, PIPE- FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.82 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 702.00 = 204.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------ ---------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.82 RAINFALL INTENSITY(INCH /HR) = 3.49 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.34 9.28 2.921 0.59 2 1.12 6.82 3.492 0.44 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I� rl [I J RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.11 6.82 3.492 2 2.28 9.28 2.921 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.28 Tc(MIN.) = 9.28 TOTAL AREA(ACRES) = 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 19.99 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.96 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 10 ---------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE = 21 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 207.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.77 ELEVATION DIFFERENCE = 2.34 TC = 0.359 *[( 207.00 * *3) /( 2.34)] * *.2 = 7.431 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.323 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 332.00 TO NODE 703.00 IS CODE = 1 ---------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 ' RAINFALL INTENSITY(INCH /HR) = 3.32 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 n 1 Fl� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 21 ---------------------------------------------------------------------------- - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 249.00 UPSTREAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 25.07 ELEVATION DIFFERENCE = 2.05 TC = 0.303 *[( 249.00 * *3) /( 2.05)] * *.2 = 7.194 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.387 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES).= 0.57 TOTAL RUNOFF(CFS) = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 342.00 TO NODE 703.00 IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 20.80 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 76.00 MANNING'S N•= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN..) = 0.29 TC(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ----------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.49 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.20 7.43 3.323 0.50 2 1.39 7.49 3.309 0.57 ' *** *• * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.58 7.43 3.323 ' 2 2.58 7.49 3.309 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.58 Tc(MIN.) = 7.49 ' TOTAL AREA(ACRES) = 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET: FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 11 - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.58 7.49 3.309 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) , (MIN.) (INCH /HOUR) (ACRE) ' 1 2.28 9.47 2.887 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA'OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.38 7.49 3.309 2 4.53 9.47 2.887 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: r, J J L', 1 PEAK FLOW RATE(CFS) = 4.38 Tc(MIN.) = 7.49 TOTAL AREA(ACRES) = 2.10 -------------------------- ------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.10 TC(MIN.) = 7.49 PEAK FLOW RATE(CFS) = 4.38 ------------------------ ----------------------- END OF RATIONAL METHOD ANALYSIS u 0 PIPE SYSTEM HYDRAULICS ' P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 M M M M M M M M- M M M M M M M M M M M Scenario: Base 91 SUMMARY m CD Label Section Size Length (ft) Bend Angle degrees Depth In (ft) Depth Out (ft) Upstreart Invert Elevation (ft) Downstrean Invert Elevation (a) Total System Flow (CIS) Hydraull Grade Line In (ft) ydraul( Grade Line Out (ft) Averag Velocity (111s) Has ydraulic Jump? 13 0.36 0.33 0.80 21.20 21.17 P-4 111 Inc 80.75 0.00 0.33 0.60 20.84 19.43 0.80 21.17 20.03 1.98 true 1 -2 0.60 0.56 2.20 20.03 19.99 P -3 18 Inch 157.36 0.00 0.56 0.84 19.43 16.70 2.20 19.99 17.54 2.91 true 1.4 0.65 0.60 2.00 22.78 22.73 C -1 12 inch 76.05 0.00 0.60 031 22.13 16.83 2.00 22.73 17.14 6.78 false 1 -5 0.64 0.59 1.90 21.73 21.68 C-2 12 Inch 12.14 0.00 0.59 0.70 21.09 16.71 1.90 21.68 17.41 3.60 true 1 -1 0.84 ' 0.78 4.10 17.54 17.48 P -2 18 Inch 24.89 0.00 0.78 1.14 16.70 16.27 4.10 17.48 17.41 3.65 true J -1 1.20 1.10 8.00 17.41 17.31 P -1 18 Inch 52.63 0.00 1.10 0.83 16.21 15.29 B.00 17.31 16.12 6.86 false 0.1 0.83 0.83 8.001 16.12 16.12 N O 3 n ) i N w -A W N O N Ql m lD t9 Q1 W Title: CLUBHOUSE APTS Project Engineer: Hayward Pardue s:%342- 11s&fine c.stm pardue comw+ell associates 5tormCAD v4.1.1 (4.2014] 07108105 11:34:41 AM 0 Haeslad Methods, Ina 37 Brookside Read Waterbury, CT 08708 USA +1- 203 - 755 -1666 Page 1 of 1 Ul Q-'1 P -'1 ` C r Scenario: Base I N 0 0 0 r vi 1_4 X O 3 n ` D 1 � N N C-1 W 1 W N J -1 P -2 C-2 1 -5 LINE C P -3 12 P-4 1 -3 Title. CLUBHOUSE APTS s:1342- 11sdVin8 c.stm pardue eorevall assoctatea 07/08105 11.34.34 AM @ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 08708 USA +1-203-755-1888, O F-� 0 lD 0 Q1 W Project Engineer: Hayward Pardue fU StorrnCAD v4. 1. 114.2014] \ Page 1 of 1 a Scenariv Base F- r ao SUMMARY m VI Label Section Size Length (ft) Bend Angle degrees' Depth to (ft) Depth Out (ft) pstrearr Invert Elevation (ft) 3ownstrearr Invert Elevation (ft) . Tolal System Flaw W9) ydraulk Grade Line In (ft) Hydraulic Grade Line Out (ft) Average Velocity (ftfs) Has Hydraulic Jump? 1-12 0.64 0.60 2.50 21.69 21.65 P -12 IS Inch 71.87 0.00 0.60 0.87 21.05 20.59 2.50 21.65 21.46 3.07 true 1 -11 0.87 0.81 4.20 21.46 21.40 P -11 18 inch 6.24 0.00 0.81 0.90 20.59 20.54 4.20 21.40 21.44 4.04 false 1 -10 0.92 0.85 4.90 21.44 21.37 P -10 18 inch 72.38 0.00 0.85 0.97 20.52 20.01 4.90 21.37 20.98 4.40 true 1-9 1.43 1.35 5.60 20.98 20.90 P -9 18 Inch 62.43 0.00 0.91 1.13 19.99 19.55 6.60 20.90 20.66 4.44 trite 1.8 1.13 1.04 7.20 20.68 20.59 P-8 18 Inch 88.20 0.00 1.04 1.04 19.55 18.94 7.20 20.59 19.98 5.52 false 1 -7 1.18 1.09 9.30 19.60 19.51 P -7 24 Inch 87.37 0.00 1.09 1.20 1 B.42 17.80 9.30 19.51 19.00 5.01 true 1.6 1.22 1.13 10.00 19.00 18.91 P-6 24 inch 66.03 0.00 1.13 1.35 17.78 17.32 10.00 18.91 18.67 4.94 true 1 -5 1.35 1.25 11.80 16.67 18.57 P -5 24 Inch 6.29 0.00 1.25 1.36 17.32 17.27 11.80 18.57 18.63 5.44 false 1-4 1.38 1.27 12.50 18.53 18.52 P-1 24 inch 76.40 0.00 1.27 1.40 17.25 16.74 12.50 18.52 18.14 5.62 true 43 1.42 1.31 13.20 18.14 18.03 P -3 24 Inch 64.89 0.00 1.31 1.48 16.72 16.27 13.20 18.03 17.75 5.68 true 1 -2 1.48 1.36 14.20 17.75 17.B3 P -2 24 Inc 97.95 0.00 1.36 1.56 16.27 15.59 14.20 17.63 17.15 5.83 true 1 -1 1.76 1.66 15.40 17.15 17.05 P -1 24 inch 40.72 0.00 1.66 2.00 15.39 14.98 15.40 17.05 16.98 5.21 false 0-1 2.00 2.00 15.40 16.98 16.98 1 -14 0.67 0.62 2.10 17.84 17.79 P -14 12 Inc 59.03 0.00 0.62 1.07 17.17 16.16 2.10 17.79 17.23 3.39 true 1 -13 1.21 1.09 4.90 17.23 17.11 P -13 121nch 23.66 0.60 1.09 0.91 16.02 15.71 4.90 17.11 16.62 6.38 false 0-2 0.91 0.91 4.90 16.62 16.621 1 Title: CLUBHOUSE APT3 -LINE B s:t342- 1lsdlline b.stm perdue cornwell assoclates 07!08!05 11.33:30 AM (0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1 -203- 755 -1668 U> O 3 C7 D i ru W W ru O m m m W Project Engineer. Hayward Pardue W StorrnCAD v4.1.1 (4.2014) \ Page 1 of 1 G) e c " r SCERarlo: Base o6 N m V1 7 ;] O 3 N t7 D N ru P-12 P -11 P -1 0 P -9 P -8 P-7 P -6 P -v P -4 P-3 P -2 P-1 -em u u u u 0-1 1-12 I -11 I -10 1-9 1-8 1.7 I -6 1 -5 I -4 1 -3 I -2 I -1 N LINE B t-14 P -14 1 -13 P -13 0-2 LINE D 7i e: CLUBHOUSE APTS -LINE B s- 1342- 1lsd%line b_slm pardue comwelf associates 07!48/03 11.33:27 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1 -203- 755 -im Project Engineer: Hayward Pardue StormCA© v4.1.1 [4.2014]. Page i o11 0 m G m m w M r = M = = = = = = M = = = M = M Scenario: Base 91 SUMMARY m CD Label Section Size Length (ft) Bend Angle degrees Depth In (ft) Depth Out (ft) pstrea Invert Elevation (ft) ownstrea Invert Etevatlon (R) Total System Flow (ds) f tydraufl Grade Line In (R) liydrault I Grade tine Out (ft) Average Velocity (ftfs) Has Hydraulic Jump? 1 -7 0.22 0.20 0.30 20.74 20.72 P-8 18 Inch 48.43 0.00 0.20 0.48 20.52 20.13 0.30 20.72 20.61 1.37 true 1 -6 0.48 0.44 1.40 20.61 20.57 P -7 18lnct 91.25 0.00 0.44 0.60 20.13 19.35 1.40 20.57 19.95 2.66 true 1 -5 0.60 0.56 2.20 19.95 19.91 P -6 181n& 123.31 0.00 0.56 0.84 19.35 18.27 2.20 19.91 19.11 2.91 true 1-4 0.84 0.78 4.10 19.11 19.05 P -5 18 fnct 59.50 0.00 0.78 0.94 16.27 17.81 4.10 19.05 18.75 3.98 true 1 -3 0.94 0.87 5.10 18.75 18.68 P -4 18 inct 5.86 0.00 0.87 0.81 17.81 17.76 5.10 18.86 18.57 5.03 false 1 -8 0.92 0.83 3.80 21.39 21.30 A-1 12 inct 12.00 0.00 0.83 1.15 20.47 17.21 3.80 21.30 18.36 5.15 true J -1 1.15 1.06 8.90 18.36 18.27 P-3 24 Inct 154.71 0.00 1.06 1.21 17.21 15.56 8.90 18.27 16.77 4.85 true 1 -2 1.21 1.12 9.80 16.77 16.68 P-2 24 inch 111.65 90.00 1.12 1.64 15.56 14.37 9.80 16.68 16.01 4.49 true I -1 1.84 1.80 10.90 16.01 15.97 P -1 I 24 inch 22.92 0.00 1.80 2.00 14.17 13.94 .10.90 15.97 15.94 3.57 false O -1 2.00 2.40 10.90 15.34 i 5.94 ro O 3 n D i N r W w ro O N Ql m �D m W ' � I I filet CLUBHOUSE APTS Project Engirteer: Hayward Pardue sA342 -11sM ine a.stm pardue comwell_associstes StormGAC v4.1.1 14.2014) 0710SM6 11:33:11 AM ®Haested Methods, Inc. 37 Broakstde Road Waterbury, CT o67Q8 USA +1- 203 - 755 -1666 rage 1 of 1 � m= r m m m r m r m == m= m m= r C r Scenario: Base Co N 0 0 V1 N ;{1 O 3 N C7 D N f-+ W JS 1-7 1-6 1-5 1-4 1 -3 J-1 1 -2 11 ru N P8 P7 P-6 P5 P-4 P3 P2 14-1 LIME A Q-1 1 -8 0 0 0 W Title: CLUBHOUSE APTS Project Engirteer. Hayward Pardue wA342- 1►sdUine a.strn Pardue eorrrweell_associates Stor nCAD v4.1.1 (4.2014] 07"AO5 11:33:03 AM ®Haestad Methods, Inc, 37 Brookslde Raad Waterbury, CT 06706 USA +1 -203- 755 -16M Page 1 of 1 O� rr r r r r r rr rr M M M M Mr M �r �■r �r r r" Scenario; Base � r m SUMMARY m Vi Label Section Size Length (ft) Bend Angle degrees Depth to (ft) Depth Out (ft) Upstrearr Invert Elevation (ft) Downattearr Invert Elevation (ft) Total System Flow {cts) Hydraulic Grade Line In (ft) Hydraulk Grade Line Out (ft) Average Velocity fts) Has Hydraulic Jump? 1 -301 1.23 1.10 2.00 20.20 20.07 P -302 12 Inch 16.00 45.00 0.60 1.21 19.47 15.97 2.00 20.07 17.18 3.29 true 1302 1.29 1.12 2.70 17.99 17.82 P -303 12 inch 83.00 0.00 0.70 1.21 17.12 15.97 2.70 17.82 17.18 4.00 true J -301 1.21 0.90 4.70 17.18 16.87 P -301 12 Inch i 1.00 0.00 0.90 0.76 15.97 15.69 4.70 16.87 16.45 6.83 false Q -30 1.76 1781 1 4.70 1 5.45 1 16.45 We: CLUBHOUSE APARTMENTS s. 1342- 11SM342- 1- hydraulicsd.slm pardne cornwett associates O1I08105 11:32:20 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1866 Project Engineer sbusby Stom1GAD v4.1.1 (4.20141 Page 1 of 1 Ul N 7 7 O 3 N n D N N W W N O Q1 CD W CD 0) W N � � sr r � � �r � � � � i� a• � r r � � r C-1 C r Scenario: Base o0 N t9 m 302 (!1 N • VI N 71 0 O 3 N D .A \ V N \ ru N oti Q% ...%0 P -301 J -301 0-300 LINE D & D -1 Title: CLUBHOUSE APARTMENTS s:V X342- 1tsd1342- 1- hydrautics -d.sim perdue cornwell assectates 07JOWDS 11:32:16 AM (914aestad Methods, Inc. 37 Brookside Read Waterbury, CT 06709 USA +1 -243- 765 -1666 --I 0 LINE D -1 m - W I pi Pno]ect Engineer. sbusby Qp StormCADv4.1•i [4.2014] Page 1 oti 1 U� Titte: CLUBHOUSE APARTMENTS s: 1342- 1Lsd1342 -1- hydraulics -c.stm pardue canwmll_associates 07108105 11:31:24 AM O Haeslad Methods, Jnc. 37 Brookside Road Waterbury, CT 08708 USA +1- 203 - 755 -1666 C-4 c r 00 N m CD ru �J O 3 C) D N i ru .A N i W -P W R) O Q lD m Q1 W Project Engineer: sbusby StormCAD v4.1.1 [4.20141 Page 1 or 1 0) m m r m m LINE Cl C r Scenario: Base 00 N CD CD LIN&C & C-1 & C-2 0 N TI 7] O 3 D )3 6-205 N r W .p W ru 0 m CD m m W Tftte: CLUBHOUSE APARTMENTS Project Engineer: sbusby s :1342- 11sd1342- 1- hydraulice-c-stm pardue comwett associates StormCAD v4.1.1 [4.2014] m 07108105 11.30:58 AM V Haestad Methods, Inc. 37 Brcokstde Road Waterbury, CT 08708 USA +1- 203 - 755 -1888 Rage 1 of 1 � r r r r r rr rr rr rr rr rr �r r rr r rr rr r rr Scenario: Base c r ao SUMMARY m CD rA Label Section Size Length (ft) Bend Angle degrees Depth In (ft) Depth Out (ft) 6pstrean, Invert Elevation (ft) Pawnstrean trwert Elevation (ft) Total ystem Flow (dis) Hydrauli Grade Line In (ft) ydFauli Grade Line Oul (ft) Average Velocity INS) Has Hydraulic Jump? 1 -24 1.73 1.70 1.70 24.03 24.00 P -24 12 Inch 112.00 90.00 1.20 2.74 22.80 21.00 1.70 24.00 23.74 2.16 false -8 1.05 1.02 2.60 23.79 23.76 P -12 18 inch 76.00 0.00 1.02 3.15 22.74 20.59 2.50 23.78 23.74 1.69 false J-4 3.15 3.00 4.20 23.74 23.59 P -11 18 Inch 7.00 0.00 0.79 0.95 22.80 20.59 4.20 23.59 21.54 4.01 true 1 -7 1.01 0.84 4.60 21.54 21.37 P -10 18 Inch 85.00 0.00 0.84 1.09 20.53 20.00 4.80 21.37 21.09 4.09 We 1.6 1.09 0.90 5.50 21.09 20.90 P -9 18 Inch 64.00 0.60 0.90 1.27 20.00 19.55 5.50 20.90 20.82 4.20 true 1 -23 1.27 1.09 1.60 24.07 23.89 P -23 8Inch 134.00 90.00 0.59 1.27 23.30 19.55 1.60 23.89 20.62 4.73 true J -3 1.27 1.03 7.10 20.82 20.58 P-8 18 inch 90.00 0.00 1.03 1.03 19.55 18.94 7.10 20.58 19.97 5.47 false 15 1.80 1.58 9.20 19.71 19.49 P -7 24 inch 91.00 0.00 1.08 1.38 18.41 17.79 9.20 19.49 19.17 4.64 true 1-22 1.19 1.07 1.80 21.69 21.57 P -22 12 Inch 85.00 90.00 0.57 1.14 21.00 17.83 1.80 21.57 18.97 3.09 IruB 1 -4 1.38 1.17 9.90 19.17 18.96 P-6 24 Inch 76.00 0.00 1.17 1.65 17.79 17.32 9.90 18.96 18.97 4.38 false J-2 1.65 1.48 11.70 16.97 18.80 P5 24 Inch 8.00 0.00 1.48 1.54 17.32 17.26 11.70 18.80 18.80 4.61 false 15 1.54 1.27 12.40 18.80 18.53 P-4 24 inch 78.00 0.00 1.27 1.59 17.26 16.73 12.40 18.53 18.32 5.28 true X21 1.03 0.94 1.00 22.63 22.54 P -21 10 inch 86.00 90.00 0.44 1.06 22.10 16.86 1.00 22.54 17.92 2.61 true 1 -2 1.59 1.30 13.10 18.32 18.03 P3 24 inch 67.00 0.00 1.30 1.65 16.73 16.27 13.10 18.03 17.92 5.38 true J -1 1.65 1.35 14.10 17.92 17.62 P -2 24 inch 89.00 0.00 1.35 1.70 18.27 15.66 14.10 17.62 17.36 5.59 true 1 -1 2.23 1.91 15.30 17.36 17.04 P -1 24 Inch 63.00 0.00 1.41 1.09 15.63 14.69 15.30 17.04 15.78 7.59 False 0 -1 2.091 2.091 15.30 15.78 15.76 r N -n X O 3 U n 3) i N Z W W ru O r, m m m m W I Tilts: CLUBKOUSE APARTMENTS Project Engineer. sbustry 51042- 11sd1342 1- hydraulics -b.slm parduecornwell assoclates StarmCADv4.1.1 [4.2014] 071081D5 11:29:57 AM * ltaestad Methods, Inc. 3713mokside Road Waterbury, CT 06708 USA +1- 203 -755 -1668 Page 1 of 1 0 � 1= r Scenario: Base 00 N 0 CD o-1 0 r nra■ / N ° 3 N n X -2 f�+ W N O lSl �D l9 01 W Title: CLUBHOUSE APARTMENTS Project Engineer sttusby N s: 1342- lisd1342 -1- hydraulics -b.stm pardue comwell assaclates SlormCAD v4.1.1 [4.2014] N 47!08105 11.29.23 AM ®Haestad Methods, Inc. 37 Broottside Road Waterbury, CT 06706 USA +1- 203 --155 -1666 Page 1 of 1 �' �■r r r r r r �r r rr r rr rr r r r r r r r Scenario: Base 91 SU�Ir' MARY m G Vi Label Section Size Length (ft) Bend Angle degrees Depth In (ft) Depth Out (R) Upstrearr Invert Elevation (ft) Dawnstrean Invert Elevation (R) Total System Flow (cfs) Hydrauli Grade Llne In (ft) 11-11"raulk Grade Line Out (ft) Average Velocity (ills) Has Hydraulic dump? 1 -108 0.40 0.30 0.30 25.20 25.10 P -127 4 Inch 61.00 0.00 0.30 0.17 24.80 21.13 0.30 25.10 21.30 5.28 false J -107 0.74 0.70 0.30 20.76 20.72 P -108 18 Inch 48A0 45.00 0.20 0.44 20.52 19.93 0.30 20.72 20.37 1.40 True 1-107 0.62 0.50 1.10 23.52 23.40 P -126 8 inch 44.00 90.00 0.50 0.25 22.90 20.33 1.10 23.40 20.58 6.68 False J -106 0.44 0.44 1.40 20.37 20.37 P -107 18 inch 91.00 0.00 0.44 0.68 19.93 18.73 1.40 20.37 19.41 2.49 true 1 -106 0.51 0.42 0.80 23.81 23.72 P -125 8 inch 64.00 90.00 0.42 0.20 23.30 19.14 0.80 23.72 19.34 6.19 false J -105 0.68 0.56 2.20 19.41 19.29 P -106 18 Inch 123.00 0.00 0.56 0.96 18.73 17.04 2.20 19.29 18.00 2.75 true L -105 0.71 0.59 1.90 22.41 22.29 P -124 12 irtet 93.00 90.00 0.59 0.30 21.70 17.45 1.90 22.29 17.75 6.84 false J-104 0.96 0.78 4.10 18.00 17.82 P -105 18 tnct 60. D0 0.00 0.78 1.08 17.04 16.33 4.10 17.82 17.41 3.72 true 1-104 0.56 0.47 1.00 23.38 23.27 P -123 8Inch 62.00 90.00 0.47 0.67 22.80 16.74. 1.00 23.27 17.41 3.31 true J-103 1.08 0.87 5.10 17.41 17.20 P -104 18 Inc 8.00 2.47 0.87 0.80 18.33 16.26 5.10 17.20 17.06 5.07 false 1 -103 1.48 1.25 3.B0 21.53 21.30 P -122 12 inch 12.00 90.00 0.83 0.33 20.47 16.29 3.60 24.30 16.62 11.11 false J-102 1.86 1.57 8.90 17.06 16.77 P-103 24 Inch 155.00 0.00 1.07 1.40 15.70 14.93 8.90 18.77 16.33 4.50 false 1 -102 0.55 0.45 0.90 23.55 23.45 P421 8 inch 30.00 90.00 0.45 1.00 23.00 15.33 0.90 23.45 16.33 3.09 true J-101 1.40 1.13 9.80 16.33 16.06 P -1 24 Inch 112.00 59.85 1.13 1.12 14.93 14.37 9.80 15.06 15.49 5.36 false 1 -12 1.22 1.22 910 15.29 15.29 P -2 24 Inch 23.00 0.00 1.12 0.96 14.17 13.94 9.80 15.29 14.90 6.00 false Q-10 1.16 1.16 1 1 9.80 14.90 14.90 W O 3 D r i 110 J� W W ro 0 m m m W Title: CLUBHOUSE APARTMENTS Project Engineer. suusby 5. 1342- 11sdk342- 1- hydraulics-a.stm perdue eoinwell associates StarmCAQ v4.1.1 [4.2014] W 07108105 11 :26:17 AM 9) Haestad Methods. Inc 37 Brookside Road Waterbury, CT 08708 LISA +1- 203- 755 -16e6 Page 1 of 1 Title: CLUBHOUSE APARTMENTS 9:L342- 11961342- 1- hydraui %s -a.stm 07/08105 11:27:42 AM d 4 ►n e pardue comwell assachitea ® Haestad Melhods, tna 37 Brookstde Road Watetbury, CT-o8708 USA +1- 203.755 -1668 m m Project Engineer: sbusby StormCAD v4.1.1 J4.2014j Page 1 of 1 C-1 C r 00 ro m CD QI N (Ai O 3 f7 D N i R) N W W Rl O Q1 0 lD m Q1 W N r r r r r r r r r r r r r r r rr r rr r r Scenario: Base m ru CD G 1-12 R2 COOD W W i 70 O J 101 8121 El X102 3 n D i R] 4S N i W .A W ru T OL LINEA-1 -1-102 R122 .p F 103 3 1 1D4 .-tOCi o_ d .-104 -105 O Q1 m lD m W I 1 D Tate= CLUBHOUSE APARTMENTS ProJect Engineer: sbusby N s:1 342 - 1%%342 -1- ,hydraulics -a.stm pardue comwell associates SlomtCAO v4.1.1 (4.2014) 071DO105 11:27.55 AM ® Haestad Methods, tnrw 37 Brookside Raad Waterbury, CT 0670H-USA +1- 203 - 755 -1666 Page 1 of 1 � rr rr rr r r rr rr rr r r rr r� r rr rr rr �r rr rr C r Scenario: Base 7 ru G TI Z] O 3 rc CD J,Q4 `A r d ?2a W X105 TI Z] O 3 rc -- ED E108 t` 0 v r d n d Fd1Z6 I] 1.107 D CL .107 A 11 F108 lu ., N J105 -- ED E108 t` 0 r d 3-106 Fd1Z6 I] 1.107 m 0 CL .107 A 11 F108 O m m uJ m W 711te: CLUBHOUSE APARTMENTS Project Engineer. sbusby � s:t 342- 11sdt342- Sfiydraunca -a.stm parduecomwell associates StarmCADv4 -1.1 t4.2014] busb O 07108105 11 :28:08 AM -® Haestad Methods, InC. 37 Brookside Road Waterbury, CT D67D8 USA +1- 203 - 758 -1668 Page 1 of 1 CATCH BASIN & CHANNEL SIZING CALCULATIONS P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 1 51 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (71 4) 241 -3400 • FAX (71 4) 241 -3432 ' CATCH BASIN CALCULATIONS i CLUBHOUSE APARTMENTS LA QU/NTA, CA SUMP BASINS: Q = (3.087) (L) (H)3/2 (From "Green Book ") 'INPUT: "Q" (cfs) "H" = Max. Allowable Ponding Depth (ft) i CONCENTRATION INLET Q1oo MA POINT (cfs 122 1.2 142 2.78 262 1.1 332 1.9 i 342 2 ' GRATED BASINS: Q = 3.0 I , (P ) ( ) (H)3/2 (From Bureau of Public Rds.) 'INPUT: "Q" (cfs) "P" = Effective Perimeter of Basin (ft) (Assumes 50% clogging) CONCENTRATION INLET Qloo PEI POINT (cfs 12 2.5 ' 32 0.7 42 0.7 62 2.1 72 0.7 92 0.7 102 0.7 252 1 3.8 I.�. FLOW -BY BASINS: Q = (0.7) (L) (a + y)3i2 (From "Green Book ") INPUT: "Q" (cfs) IL "a" = Gutter Depression (in) " "= Flow Depth in Gutter (ft) (De CONCENTRATION INLET Q25 FLO I POINT (cfs 132 2.1 L. S: \193 -1 \cbcalcs.xls X PONDING L (Calc'd) 0.5 0.5 9 METER 12 12 12 12 12 12 12 12 1.10 2.55 1.01 1.74 1.83 EFFECTIVE PERIMETER 6 6 6 6 6 6 - 6 L for 20% Clogging 1.32 3.06 1.21 2.09 2.20 H (Calc'd) 0.27 0.11 0.11 0.24. 0.11 0.11 0.11 0.35 pth calcs attached) W DEPTH DEPRESSION L (Calc'd) ft in (ft) 0.39 2 3.54 USE 4 4 NO. OF GRATES 1 1 1 1 1 1 1 USE 4 LINE NO. B D -1 sm 0 0 0 M 0 A -2 LINE NO. D 4/28/2004 Worksheet I Worksheet for Triangular Channel Project Description Project File s: \342- 1 \sd \gutter.fm2 Worksheet FLOW DEPTH @ FLOW -BY CB Flow Element Triangular Channel Method Manning's Formula Solve_ For Channel Depth I. r I:. S F F ,04/28/04 9:31:02 AM I. . Results Depth Input Data ft Flow Area Mannings Coefficient 0.015 I, Channel Slope 0.007100 ft/ft Top Width Left Side Slope 0.200000 H : V Critical Depth Right Side Slope 10:000000 H : V Critical Slope Discharge 2.10 cfs I. r I:. S F F ,04/28/04 9:31:02 AM I. . Results Depth 0.39 ft Flow Area 0.79 ft2 Wetted Perimeter 4.35 ft Top Width 4.01 ft Critical Depth 0.40 ft Critical Slope 0.006240 ft/ft Velocity 2.67 fus Velocity Head 0.11 ft pecific .Energy 0.50 ft roude Number 1.06 low is supercritical. FlowMaster Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 v5.15 o Page 1 of 1 HYDROLOGY REFERENCE DATA L_ P A R D U E , C O R N W E L L & ASSOCIATES, I N C . . 151 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92525 •PHONE (71 4) 241-3400 • FAX (71 4) 241 -3432 _. �.v,. v__.�t T _ ,___ - - -_ . _� v� _ - „ _� ` I :', I —_ - - ---. ____ -_ - - , .. . ,.- y -, ... - - >- - ,, r t - ____,, - , n _ 1.. _ - - kr - - " - - 0 tiger st, rnrds� - _ _ _ _ - _ - ., _-::~, - F 4 "`C _ - - - - , '- - - is � .+ - , :1z — — - - - - - - - -_ - - - -- - - - _ .- -- -" s C. r•n�+ - - - / IT ` p��y11(`+v .� �- __ - -- - ' - ti �n�..'."4 'lSts,tLyV . rll.tJ` €- " -� _ _ ,,, �"`4v v. i '.V __ _ _ T- it - •r.-i 1`y. .� .� Mro,,, -. I I -� la.- � - - _ _ �..:. L' -,++� F r T _ ,.� sue, - { '! F F .' 1 0 ? ti -x.. - _ - - i ur mss,.. _ _ _ - ++ f x '� . w - ` iw -, *4 - r . 1 - 1 +. M.,._ - �y 11 '- - - -. �'+.ir..r ' i ' L y:` . 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NAY, - s - ._�. ,. -. ,.. r., - - - - :,. -t_d -. t �, -- - _ -,ms s - . r " flan m -- -� . -, -r - . - k : ..,,,.,. _ ;,; - _ - J ,e,, 11 q, w. _ - - :_� , _ +%s�±r.r�,.+o:�ns ..,..w+ ",,....:ter- �w -.�. ,y�� il' - - ,,,a,;, 1. r� ". - _ _ , .. .r t ire,. -;; - /5 � "e ..'e. 't..�� , 4'a , '� . I 1, 1 -J -- i,. _'f •. - ' �. - - - qq r -11 a. t. d- R►YER RIVERSIDE E :: ' % r.t _�` <w; _7 COUNTY FOOD CONTROL 11 w, ___ `� { -. - �' - _ �.e s� w �..,.....� A N D , _ Swva:� r .,. r a.4 _ i' 6 . ;du � . _.,, .A -�1,.. - - '��.'..- rl•- 's�ti�+• b :.C. _ i c:r i. :. , _ 4 4•.-. v. _ .. - - 1c'. CONSERVATION - - �\ VATlO�! ,,, _ - _ " F a�'' WATER „ T° � .. dr y A - .<.+' .r•, 1 �.I - G ,., rI M-` x.rxn, - �`� 7_• - . T, � . .11 f r. tt t V (/ �� °� .� - _ [ YEA :. tP� �- R 1-H4UR t r '., .. :., n «.:., ,,. ._- .:�,a# :. -�!:. d ,r'' . .., r� - „y' -'"` ww:;r-� j;;'- . _ - _ .,'+�, _ .. I _ -`. _ 1 1. '.� :.. �, _ k PRECIPITATION fi/A�Y .q•�' ''t _ �e.,, A -- _ •' ,� Rc_Y} 1 ♦v. „j i�•. -rd ,,r° _ ,1..` .Tr Y.•,, - . f ,. '}.ttM,+c :.G, >,r.•*.. r - r 4' • - - - ., ._,. f.Y i� iT .i•, . -:YL�$ ,. .x -llN t -.4 -. ,.Ww'3M xM �k F�rc :G. Y x n '- F '._ R2E 3,E . - F-�, _ �- - - (�E:. - n n 1 EXISTING DRAINAGE P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 1 51 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 0 �I 1 P � � U a oo W t- �� �w Q U0 a. 0 Ilk' C�L-d00 a 0 + a f PARCEL flap NO. 1 461 ° o a o o s 2/6 0 PROP�OpSED low �-, O EV - LOPIT ,, fb nd AVEN E / r / / / / A O Ov / ��� /// 120 0 60 1 + h / PREPARED 6Y= C I T CLL a, 1 ti 1 I GRAPHIC SCALE 120 240 ( IN FEET ) 1 inch = 120 ft. 480 SANDFILTER SIZING CALCULATIONS P A R D U E, C O R N W E L L & ASSOCIATES, INC * 151 KALMus DRIVE SUITE M -2 • COSTA MESA, CA 92826 • PHONE (71 4) 241-3400 • FAx (71 4) 241 -3432 SANDFILTER SIZING CALCULATIONS The City of La Quinta design standard is based on single family homes. As a higher density Apartment site does not exactly equate to home sites, it will be assumed that a typical single family home site includes 2,000 SF of effective area contributing to nuisance flow. The formulas offered in the design standards have subsequently been converted as shown below. The area of contributing landscape areas for the proposed apartment project are summarized as follows. Note the landscape area of the median in Ave 52 is also included. Retention Basin No. 1 ' Line A 47,556 SF Line C 19,736 SF Retention Basin No. 2 Line B 50,061 SF Line D 10,003 SF Calculation #1 No. of Sandfilters = No. of homes /40 homes or No. of Sandfilters = Landscape area / 40 * 2,000 By inspection 1 sandfilter at each storm drain outlet point (4 total) will be sufficient as the contributing areas are less than 80,000 SF each. Calculation #2 Leach Line Length = No. of homes x 1.91f/home (sandy soil) or Leach Line Length = landscape area x (1.9/2000) = landscape area x.0010 Leach line length (SD line A) = 48 FT Leach line length (SD line B) = 50 FT Leach line length (SD line A) = 20 FT Leach line length (SD line A) = 10 FT Note 50 ft has been provided at each storm drain outlet. n Basin Storage Data Shortcut Method Effective Rainfall Calculation J I I I I I I F] I I I I I' PARDU E, CORNWELL & ASSOCIATES, INC. 151 KALMU9 DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAx (71 4) 241 -3432 Clubhouse Apartments a' ' RETENSION BASIN No. 1 DATA DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)* 0 18.5 0.00 3,184 0.000 ' 1 19.5 0.09 4,053 0.081 2 20.5 0.21 4,994 0.100 3 21.5 0.35 5,998 0.120 4 22.5 0.51 7,081 0.142 5 23.5 0.70 8,146 0.163 " based on 1 in per hour (typical thoughout) RETENSION BASIN No. 2 DATA ' DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)'' 0 18.4 0.00 3,628 0.000 1 19.4 0.10 4,485 0.090 ' 2 20.4 0.23 5,400 0.108 3 21.4 0.37 6,370 0.128 ' 4 22.4 0.54 5 23.4 0.74 7,401 8,492 0.148 0.170 based on 1 in per hour (typical thoughout) RETENTION BASIN No. 1 100 yr 3 -hr. Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) . (in /hr) 1.00 2.600 0.343 0.200 2.00 2.600 0.343 0.200 3.00 3.300 0.436 0.200 .4.00 3.300 0.436 0.200 5.00 3.300 0.436 0.200 6.00 3.400 0.449 0.200 7.00 4.400 0.581 0.200 8.00 4.200 0.554 0.200 9.00 5.300 0.700 0.200 10.00 5.100 0.673 0.200 11.00 6.400 0.845 0.200 12.00 5.900 0.779 0.200 13.00 7.300 0.964 0.200 14.00 8.500 1.122 0.200 15.00 14.100 1.861 0.200 16.00 14.100 1.861 0.200 17.00 3.800 0.502 0.200 18.00 2.400 0.317 0.200 2.748 100.000 0.280 0.006 Total Adjusted Rainfall (in) = 0.296 2.200 Unit time (min) = 0.280 10.000 Catchment Area (ac) = 0.371 5.500 *RCFC & WCD Hyd Manual Plate E -5.9 0.330 Total Volume: 0.727 0.096 0.631 Note net volume less than basin capacity of 0.70 ac -ft Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.151 0.143 0.788 0.011 0.000 0.000 0.011 0.151 0.143 0.788 0.011 0.190 0.004 0.007 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.197 0.249 1.368 0.019 0.230 0.005 0.014 0.255 0.381 2.094 0.029 0.230 0.005 0.024 0.243 0.354 1.949 0.027 0.230 0.005 0.022 0.307 0.500 2.748 0.038 0.280 0.006 0.032 0.296 0.473 2.603 0.036 0.280 0.006 0.030 0.371 0.645 3.546 0.049 0.330 0.007 0.042 0.342 0.579 3.183 0.044 0.330 0.007 0.037 0.423 0.764 4.200 0.058 0.370 0.008 0.050 0.493 0.922 5.071 0.070 0.370 0.008 0.062 0.817 1.661 9.137 0.126 0.370 0.008 0.118 0.817 1.661 9.137 0.126 0.370 0.008 0.118 0.220 0.302 1.659 0.023 0.250 0.005 0.018 0.139 0.117 0.642 0.009 0.250 0.005 0.004 Total Volume: 0.727 0.096 0.631 Note net volume less than basin capacity of 0.70 ac -ft RETENTION BASIN No. 1 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 0.140 2.500 Unit time (min) = 0.020 15.000 Catchment Area (ac) = 0.015 5.500 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.075 0.095 0.525 0.011 0.000 0.000 0.011 0.083 0.107 0.586 0.012 0.190 0.004 0.008 0.092 0.118 0.648 0.013 0.190 0.004 0.009 0.097 0.123 0.679 0.014 0.190 0.004 0.010 0.105 0.135 0.740 0.015 0.190 0.004 0.011 0.105 0.135 0.740 0.015 0.190 0.004 0.011 0.105 0.135 0.740 0.015 0.190 0.004 0.011 0.110 0.140 0.771 0.016 0.230 0.005 0.011 0.114 0.146 0.802 0.017 0.230 0.005 0.012 0.119 0.151 0.833 0.017 0.230 0.005 0.012 0.123 0.157 0.864 0.018 0.230 0.005 0.013 0.132 0.168 0.926 0.019 0.280 0.006 0.013 0.140 0.180 0.987 0.020 0.280 0.006 0.015 0.158 0.202 1.111 0.023 0.280 0.006 0.017 0.189 0.241 1.327 0.027 0.280 0.006 0.022 0.206 0.270 1.485 0.031 0.330 0.007 0.024 0.237 0.340 1.870 0.039 0.330 0.007 0.032 0.272 0.420 2.310 0.048 0.330 0.007 .0.041 0.303 0.490 2.695 0.056 0.380 0.008 0.048 0.329 0.550 3.025 0.063 0.380 0.008 0.055 0.465 0.860 4.730 0.098 0.380 0.008 0.090 0.637 1.250 6.875 0.142 0.380 0.008 0.134 0.149 0.191 1.049 0.022 0.019 0.000 0.021 0.044 0.056 0.309 0.006 0.019 0.000 0.006 Total Volume: 0.757 0.118 0.638 Note net volume less than basin capacity of 0.70 ac -ft M M M M M. M r M M M M M M M M M M mm� RETENTION BASIN No. 1 100 yr 24 -hr Unit Time Pattern Period Percent" 1.00 1.200 2.00 1.300 3.00 1.800 4.00 2.100 5.00 2.800 6.00 2.900 7.00 3.800 8.00 4.600 9.00 6.300 10.00 8.200 11.00 7.000 12.00 7.300 13.00 10.800 14.00 11.400 15.00 10.400 16.00 8.500 17.00 1.400 18.00 1.900 19.00 1.300 20.00 1.200 21.00 1.100 22.00 1.000 23.00 0.900 24.00 0.800 Total Adjusted Rainfall (in) _ Unit time (min) _ Catchment Area (ac) _ Efective Inflow Outflow Net Rainfall Loss rate Rain Volume Volume Volume (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.054 0.200 0.024 0.030 0.165 0.014 0.000 0.000 0.014 0.059 0.200 0.026 0.033 0.179 0.015 0.000 0.000 0.015 0.081 0.200 0.036 0.045 0.248 0.020 0.190 0.016 0.005 0.095 0.200 0.042 0.053 0.289 0.024 0.190 0.016 0.008 0.126 0.200 0.056 0.070 0.385 0.032 0.190 0.016 0.016 0.131 0.200 0.058 0.073 0.399 0.033 0.230 0.019 0.014 0.171 0.200 - 0.076 0.095 0.523 0.043 0.230 0.019 0.024 0.207 0.200 0.092 0.115 0.633 0.052 0.230 0.019 0.033 0.284 0.200 0.126 0.158 0.866 0.072 0.380 0.031 0.040 0.369 0.200 0.164 0.205 1.128 0.093 0.380 0.031 0.062 0.315 0.200 0.140 0.175 0.963 0.080 0.380 0.031 0.048 0.329 0.200 0.146 0.183 1.004 0.083 0.380 0.031 0.052 0.486 0.200 0.216 0.270 1.485 0.123 0.380 0.031 0.091 0.513 0.200 0.228 0.285 1.568 0.130 0.330 0.027 0.102 0.468 0.200 0.208 0.260 1.430 0.118 0.330 0.027 0.091 0.383 0.200 0.170 0.213 1.169 0.097 0.330 0.027 0.069 0.063 0.200 0.028 0.035 0.193 0.016 0.280 0.023 0.000 0.086 0.200 0.038 0.048 0.261 0.022 0.280 0.023 0.000 0.059 0.200 0.026 0.033 0.179 0.015 0.280 0.023 0.000 .0.054 0.200 0.024 0.030 0.165 0.014 0.280 0.023 0.000 0.050 0.200 0.022 0.028 0.151 0.013 0.230 0.019 0.000 0.045 0.200 0.020 0.025 0.138 0.011 0.230 0.019 0.000 0.041 0.200 0.018 0.023 0.124 0.010 0.190 0.016 -0.005 0.036 0.200 0.016 0.020 0.110 0.009 0.190 0.016 -0.007 Total Volume: 1.136 0.505 0.672 4.500 60.000 Note net volume less than basin capacity of 0.70 ac -ft 5.500 M M r r M r= M == M= IM M Retention Basin No. 2 100 yr 3 -hr a Efective Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 2.600 0.343 0.200 0.151 0.143 0.808 0.011 0.050 0.001 0.010 2.00 2.600 0.343 0.200 0.151 0.143 0.808 0.011 0.050 0.001 0.010 3.00 3.300 0.436 0.200 0.191 0.236 1.329 0.018 0.050 0.001 0.017 4.00 3.300 0.436 0.200 0.191 0.236 1.329 0.018 0.050 0.001 0.017 5.00 3.300 0.436 0.200 0.191 0.236 1.329 0.018 0.050 0.001 0.017 6.00 3.400 0.449 0.200 0.197 0.249 1.403 0.019 0.050 0.001 0.018 7.00 4.400 0.581 0.200 0.255 0.381 2.148 0.030 0.050 0.001 0.029 8.00 4.200 0.554 0.200 0.243 0.354 1.999 0.028 0.050 0.001 0.026 9.00 5.300 0.700 0.200 0.307 0.500 2.818 0.039 0.050 0.001 0.038 10.00 5.100 0.673 0.200 0.296 0.473 2.669 0.037 0.050 0.001 0.036 11.00 6.400 0.845 0.200 0.371 0.645 3.637 0.050 0.050 0.001 0.049 12.00 5.900 0.779 0.200 0.342 0.579 3.264 0.045 0.050 0.001 0.044 13.00 7.300 0.964 0.200 0.423 0.764 4.307 0.059 0.050 0.001 0.058 14.00 8.500 1.122 0.200 0.493 0.922 5.200 0.072 0.050 0.001 0.071 15.00 14.100 1.861 0.200 0.817 1.661 9.369 0.129 0.050 0.001 0.128 16.00 14.100 1.861 0.200 0.817 1.661 9.369 0.129 0.050 0.001 0.128 17.00 3.800 0.502 0.200 0.220 0.302 1.701 0.023 0.050 0.001 0.022 18.00 2.400 0.317 0.200 0.139 0.117 0.659 0.009 0.050 0.001 0.008 100.000 Total Volume: 0.746 0.019 0.727 Total Adjusted Rainfall (in) = 2.200 Note net volume less than basin capacity of 0.74 ac -ft Unit time (min) = 10.000 Catchment Area (ac) = 5.640 *RCFC & WCD Hyd Manual Plate E -5.9 a M M M .M M MM r M M M M r MM M M M Retention Basin No. 2 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320. 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 0.140 2.500 Unit time (min) = 0.050 15.000 Catchment Area (ac) = 0.158 5.640 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.075 0.095 0.538 0.011 0.050 0.001 0.010 0.083 0.107 0.601 0.012 0.050 0.001 0.011 0.092 0.118 0.664 0.014 0.050 0.001 0.013 0.097 0.123 0.696 0.014 0.050 0.001 0.013 0.105 0.135 0.759 0.016 0.050 0.001 0.015 0.105 0.135 0.759 0.016 0.050 0.001 0.015 0.105 0.135 0.759 0.016 0.050 0.001 0.015 0.110 0.140 0.791 0.016 0.050 0.001 0.015 0.114 0.146 0.823 0.017 0.050 0.001 0.016 0.119 0.151 0.854 0.018 0.050 0.001 0.017 0.123 0.157 0.886 0.018 0.050 0.001 0.017 0.132 0.168 0.949 0.020 0.050 0.001 0.019 0.140 0.180 1.012 0.021 0.050 0.001 0.020 0.158 0.202 1.139 0.024 0.050 0.001 0.023 0.189 0.241 1.360 0.028 0.050 0.001 0.027 0.206 0.270 1.523 0.031 0.050 0.001 0.030 0.237 0.340 1.918 0.040 0.050 0.001 0.039 0.272 0.420 2.369 0.049 0.050 0.001 0.048 0.303 0.490 2.764 0.057 0.050 0.001 0.056 0.329 0.550 3.102 0.064 0.050 0.001 0.063 0.465 0.860 4.850 0.100 0.050 0.001 0.099 0.637 1.250 7.050 0.146 0.050 0.001 0.145 . 0.149 0.191 1.076 0.022 0.050 0.001 0.021 0.044 0.056 0.316 0.007 0.050 0.001 0.006 Total Volume: 0.776 0.025 0.751 Note net volume less than basin capacity of 0.74 ac -ft Retention Basin No. 2 100 yr 24 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.200 0.054 0.200 0.024 0.030 0.169 0.014 0.000 0.000 0.014 2.00 1.300 0.059 0.200 0.026 0.033 0.183 0.015 0.000 0.000 0.015 3.00 1.800 0.081 0.200 0.036 0.045 0.254 0.021 0.210 0.017 0.004 4.00 2:100 0.095 0.200 0.042 0.053 0.296 0.024 0.210 0.017 0.007 5.00 2.800 0.126 0.200 0.056 0.070 0.395 0.033 0.210 0.017 0.015 6.00 2.900 0.131 0.200 0.058 0.073 0.409 0.034 0.250 0.021 0.013 7.00 3.800 0.171 0.200 0.076 0.095 0.536 0.044 0.250 0.021 0.024 8.00 4.600 0.207 0.200 0.092 0.115 0.649 0.054 0.250 0.021 0.033 9.00 6.300 0.284 0.200 0.126 0.158 0.888 0.073 0.340 0.028 0.045 10.00 8.200 0.369 0.200 0.164 0.205 1.156 0.096 0.340 0.028 0.067 11.00 7.000 0.315 0.200 0.140 0.175 0.987 0.082 0.390 0.032 0.049 12.00 7.300 0.329 0.200 0.146 0.183 1.029 0.085 0.390 0.032 0.053 13.00 10.800 0.486 0.200 0.216 0.270 1.523 0.126 0.390 0.032 0.094 14.00 11.400 0.513 0.200 0.228 0.285 1.607 0.1.33 0.390 0.032 0.101 15.00 10.400 0.468 0.200 0.208 0.260 1.466 0.121 0.390 0.032 0.089 16.00 8.500 0.383 0.200 0.170 0.213 1.199 0.099 0.390 0.032 0.067 17.00 1.400 0.063 0.200 0.028 0.035 0.197 •0.016 0.390 0.032 0.000 18.00 1.900 0.086 0.200 0.038 0.048 0.268 0.022 0.280 0.023 0.000 19.00 1.300 0.059 0.200 0.026 0.033 0.183 0.015 0.280 0.023 0.000 20.00 1.200 0.054 0.200 0.024 0.030 0.169 0.014 0.280 0.023 0.000 21.00 1.100 0.050 0.200 0.022 0.028 0.155 0.013 0.230 0.019 0.000 22.00 1.000 0.045 0.200 0.020 0.025 0.141 0.012 0.230 0.019 0.000 23.00 0.900 0.041 0.200 0.018 0.023 0.127 0.010 0.210 0.017 -0.007 24.00 0.800 0.036 0.200 0.016 0.020 0.113 0.009 0.210 0.017 -0.008 Total Volume: 1.165 0.538 0.675 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Note net volume less than basin capacity of 0.74 ac -ft Catchment Area (ac) = 5.640 HYDROLOGY MAP P A R D U E, C O R N W E L L & ASSOCIATES, INC. 1 51 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92'626 • PHONE (71 4) 241-:3400 • FAX (71 4) 241-3432 1 III ( i - / J � Q � U 055-WZ, O� DWI Q�UU0 a. o J W >•. allo a� a1 0 0M i 6L I PARCEL MAP X10014616 p.M.00 03/60 i PROPOSED GOLF--COURSE DEVELOPMENT 52nd /AVENUE \ ,, =1. -59L 01.1, /S\ ­jo4 22 \\/ 11 �ftl io ino / V 0.8 � j r fL TERS G•!• "0'36 P I �. �� EaCK'LINES / r 0 IP }SW ' 12 r <- 6.1.116 \ r' • / .11.69 11.99 I GRAPHIC SCALE ( IN re"T) I I-h - 60 IL VIGINITY MAP (N.T.S.) LEGEND SUBAREA ACREAGE DISCHARGE AT 'NODE\ F.S. ELEVATION AT NODE 'O -IJ.41 46.5 _NODE NUMBER Tc- 11.37, FLOW PATH LENGTH / L =498• TIME OF CONCENTRATION/ 42.3 \PIPE INVERT ELEVATION AT NODE THROUGH SUBAREA •-------------- - ""SUBAREA BOUNDARY PIPE NODE NUMBER PIPE INV AT NODE FOR POND SIZING AND CAPACITY SEE REPORT 2� 25.8 Ex's 26126 25.6 x Y, 277-'., 27.6�10 x X26.2 25.9 126.7 T it �I I� X24.7 1 j 24.7 24.4 x X 00 UO ❑ Z COW 0 �- 24.6 no 4.6; x () 0 ❑ j moo 0 � w > W 11 0) @:=5) 0 24.4 x 24,2 24.2 7 2J. 5 X23 24.9 21.91 21.2 21.8 o 00 x x PARC LM n EL PM Oo 14516 -- 8031, 8 25.8 x 24,4 25.41 PROPOSED G-OL SE x DEV 25.5 25.4 24.6 25.6 FEJ�20P x X25.6 x x 4- _E 3 - - - \ % �- % 52nd ENUE -------------- ----------------------- ------------------------------------ - - --- - - - - -- ---------------------- - - - - - - - 27 25,J 25 26.7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - XI - - - 22 25. 3 - I _� 0. 20 sm X--r -__ 17, -somp _7- 5.0 `F -I ------------- Z1. ------- 00 ------- ---- GEM ��126,9 >/ - - - - -- - -- . rm - - - - - - - - - -- -- -- --- - - - - -- -- ------ - --I -- - - - - 2712- 0.64 ------ IT W.5 25.07 (O� �58 _9 42 Tc=72 208 a __L . 25-- L =24 L 47 7 249 7, - - - - - - - - - - - - - - X ------- - -------- 71415/ 18. 4 F7E? 24.6 01 - _ Ar S '3 A qF j7 W11. 141 • I I I i I, 211 TIOA t 6L =,4.1 461 tQ_8_ �8) CB 92 ,,a M 12 9 1� ffub L 34' 22.4 E, �2] TC=9.86 17�7 0.7 -0.5 ?VTAV x _LL22 im 0 1 1C=o.zbp, 11F !�? le I p 16F 7 00, r -SAD ��V4 V 0 T M J2. 5 24.J x L 1.2 TC= i�, ♦ i <.� /; 19 0. O�25.07 oo 0 FILTERS .0 2. 1 .90,> NL F- V�10 10 ,�F=26.00��\, k, ` r / & EAC LINE � � % 0 25.07 / / 225.617 A// / } 2 / %\ ­8.J9 225 12 1 '.68 10 1z ell u 'A 24.5 -5.4% 711 81' Z ♦II s IX 25.07 1211 2, FF=26.0 15.1 71 1 \\d,� 6( 6 rc��&.47, 22.q 0 03 0 L L D'��5.85 L,4150' y / 4 D.21 (o / / / g y / �/ / L=1142, jr 2,i.3 26.00 r�' /' v > .4( ... . s' Cl . / . / rr=26.4 F21. / N \ / / i / L= .9 \)F =26.00 �oop, f 07 FF=26 0(, \7 �,rt, / '\V\ /X Lo 252, ♦ 24.1 /> L 7' A �/ / / 321 91' 1 op ✓ 4_4 2000 / / of 20.1 _a .. _ l i , �g / / ♦ 0.17 N, (22. 60 < 100, �' �� ` CB0 j ,/ / / ` FF-26.00 > n / / �11 0-� - 12 7�, 102 / / LV47, &07, de / / / 25.1 X- 2600 �O 1.7KlL7 // // , (6 4, rd 00 N)FF=26 5 • x ' / "N 07 /S (6 04- 17:81 IFF=26.2 21. 92 411� ♦ X FF=2" 22. 71 40 X \24.8 oo 179, y Xi 8 25' IV 4, 0.58, E52; #0 , , - "', 0). 00, q�D 0.3 L=45 1.01' ?1.4 'L= 78' ✓` / / LL q=2 6 1 1 L= 0 NFF=26.'2u 3" ZZ =931- 1% - N 00 175 FF=263.6� ♦ 25 0' "oel (60 10, 5f C840' 9 �5-07 / / Tc=g.g 1,6 r. ..ti ''\ ,e � / / � /� / 92 184 .� /� /� / e / � E,276,60 24.6 ♦ E \, <♦ j 5 > ♦ FF=z0.0u �2.4 L 8, x o f // /� /' A �� f�. `* -' /// f// �/ / / / / 46 x 21.9 24.5 0 F77.( Nj/1 �11 1-1. - / / / / 22 J 5� #4 6.56 / / / 20.1 8 .7>/27J2- 0, ,�`/ '-. i / / / 01 .emu ` / 9.55 / � �' / :6 4 3 �.07 (6 .712 =64' F��71 /////,// 000, 42, 22. 8 6, < 0 ' // / 3f ,� / / 27'eFF-z e 1\ e_ "1 f 0. I 7 SUBAREA ACREAGE 2 1P 101 C_ , X 25 7 w L=498' /0.0 t _j I oFu #0 F) �,� O �� 4 / 13 10.7 FLOW PATH LENGTH p1 I,I e ni - 4 THROUGH SUBAREA Tc= 0 1. \4 j / V V 0.2 3, 20 L= 3�' r, / ✓/ / L � / VICINITY MAP (N.T.S.) LL=C5AEA1E) DISCHARGE AT NODE\ Q= 13.41 46.5 /F. S. ELEVATION AT NODE H 62 -NODE NUMBER Tc=11.37, 42.3 .3 TIME OF CONCENTRATION/ \PIPE INVERT ELEVATION AT NODE 42.3 62 -41 1 ?2.9 275 ""�SUBAREA BOUNDARY PIPE INV AT NODE PIPE NODE NUMBER (6 052 11 C x 271 GRAPHIC SCALE 0 4k 25.07 5 �p Vy x N o 50 0 25 50 100 200 44 227 X10 C#4� 27.00 "o ler , kt 2a 27. \,q x IN FEET X I inch 50 ft. 26.6, 276 I le �Q 0. g FOR POND SIZING AND CAPACITY SEE REPORT =^6 / / 4 n,2 roor* 0.87 / / / 'i --­ I ", 0 I TC:F,5. 118 L= , /..o N, 9� "I, .\ // e 01+ X 23 27-.20 X 51 y ✓/ 25.5 A A /.� /' �� / / /25.4// / / PREPARFE =- BY: 2 7 x 26.5 p E. R" S, INC. u ELL ' / r/ i Mph in nginoorin o Survoy g p `rP TA J DRIVE BL M, S ITB- / ,%,,- / ESA, CA F 92q 6 (714) 2 4 11 32,IPAX 2 , ` LO I 23.7 X23.5 7 2J. 5 X23 24.9 21.91 21.2 21.8 o 00 x x PARC LM n EL PM Oo 14516 -- 8031, 8 25.8 x 24,4 25.41 PROPOSED G-OL SE x DEV 25.5 25.4 24.6 25.6 FEJ�20P x X25.6 x x 4- _E 3 - - - \ % �- % 52nd ENUE -------------- ----------------------- ------------------------------------ - - --- - - - - -- ---------------------- - - - - - - - 27 25,J 25 26.7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - XI - - - 22 25. 3 - I _� 0. 20 sm X--r -__ 17, -somp _7- 5.0 `F -I ------------- Z1. ------- 00 ------- ---- GEM ��126,9 >/ - - - - -- - -- . rm - - - - - - - - - -- -- -- --- - - - - -- -- ------ - --I -- - - - - 2712- 0.64 ------ IT W.5 25.07 (O� �58 _9 42 Tc=72 208 a __L . 25-- L =24 L 47 7 249 7, - - - - - - - - - - - - - - X ------- - -------- 71415/ 18. 4 F7E? 24.6 01 - _ Ar S '3 A qF j7 W11. 141 • I I I i I, 211 TIOA t 6L =,4.1 461 tQ_8_ �8) CB 92 ,,a M 12 9 1� ffub L 34' 22.4 E, �2] TC=9.86 17�7 0.7 -0.5 ?VTAV x _LL22 im 0 1 1C=o.zbp, 11F !�? le I p 16F 7 00, r -SAD ��V4 V 0 T M J2. 5 24.J x L 1.2 TC= i�, ♦ i <.� /; 19 0. O�25.07 oo 0 FILTERS .0 2. 1 .90,> NL F- V�10 10 ,�F=26.00��\, k, ` r / & EAC LINE � � % 0 25.07 / / 225.617 A// / } 2 / %\ ­8.J9 225 12 1 '.68 10 1z ell u 'A 24.5 -5.4% 711 81' Z ♦II s IX 25.07 1211 2, FF=26.0 15.1 71 1 \\d,� 6( 6 rc��&.47, 22.q 0 03 0 L L D'��5.85 L,4150' y / 4 D.21 (o / / / g y / �/ / L=1142, jr 2,i.3 26.00 r�' /' v > .4( ... . s' Cl . / . / rr=26.4 F21. / N \ / / i / L= .9 \)F =26.00 �oop, f 07 FF=26 0(, \7 �,rt, / '\V\ /X Lo 252, ♦ 24.1 /> L 7' A �/ / / 321 91' 1 op ✓ 4_4 2000 / / of 20.1 _a .. _ l i , �g / / ♦ 0.17 N, (22. 60 < 100, �' �� ` CB0 j ,/ / / ` FF-26.00 > n / / �11 0-� - 12 7�, 102 / / LV47, &07, de / / / 25.1 X- 2600 �O 1.7KlL7 // // , (6 4, rd 00 N)FF=26 5 • x ' / "N 07 /S (6 04- 17:81 IFF=26.2 21. 92 411� ♦ X FF=2" 22. 71 40 X \24.8 oo 179, y Xi 8 25' IV 4, 0.58, E52; #0 , , - "', 0). 00, q�D 0.3 L=45 1.01' ?1.4 'L= 78' ✓` / / LL q=2 6 1 1 L= 0 NFF=26.'2u 3" ZZ =931- 1% - N 00 175 FF=263.6� ♦ 25 0' "oel (60 10, 5f C840' 9 �5-07 / / Tc=g.g 1,6 r. ..ti ''\ ,e � / / � /� / 92 184 .� /� /� / e / � E,276,60 24.6 ♦ E \, <♦ j 5 > ♦ FF=z0.0u �2.4 L 8, x o f // /� /' A �� f�. `* -' /// f// �/ / / / / 46 x 21.9 24.5 0 F77.( Nj/1 �11 1-1. - / / / / 22 J 5� #4 6.56 / / / 20.1 8 .7>/27J2- 0, ,�`/ '-. i / / / 01 .emu ` / 9.55 / � �' / :6 4 3 �.07 (6 .712 =64' F��71 /////,// 000, 42, 22. 8 6, < 0 ' // / 3f ,� / / 27'eFF-z e 1\ e_ "1 f 0. I 7 SUBAREA ACREAGE 2 1P 101 C_ , X 25 7 w L=498' /0.0 t _j I oFu #0 F) �,� O �� 4 / 13 10.7 FLOW PATH LENGTH p1 I,I e ni - 4 THROUGH SUBAREA Tc= 0 1. \4 j / V V 0.2 3, 20 L= 3�' r, / ✓/ / L � / VICINITY MAP (N.T.S.) LL=C5AEA1E) DISCHARGE AT NODE\ Q= 13.41 46.5 /F. S. ELEVATION AT NODE H 62 -NODE NUMBER Tc=11.37, 42.3 .3 TIME OF CONCENTRATION/ \PIPE INVERT ELEVATION AT NODE 42.3 62 -41 1 ?2.9 275 ""�SUBAREA BOUNDARY PIPE INV AT NODE PIPE NODE NUMBER (6 052 11 C x 271 GRAPHIC SCALE 0 4k 25.07 5 �p Vy x N o 50 0 25 50 100 200 44 227 X10 C#4� 27.00 "o ler , kt 2a 27. \,q x IN FEET X I inch 50 ft. 26.6, 276 I le �Q 0. g FOR POND SIZING AND CAPACITY SEE REPORT =^6 / / 4 n,2 roor* 0.87 / / / 'i --­ I ", 0 I TC:F,5. 118 L= , /..o N, 9� "I, .\ // e 01+ X 23 27-.20 X 51 y ✓/ 25.5 A A /.� /' �� / / /25.4// / / PREPARFE =- BY: 2 7 x 26.5 p E. R" S, INC. u ELL ' / r/ i Mph in nginoorin o Survoy g p `rP TA J DRIVE BL M, S ITB- / ,%,,- / ESA, CA F 92q 6 (714) 2 4 11 32,IPAX 2 , ` LO I MEL MAPAOo 14516 x 25.8 PARD PROPOSED QOLF,-� x25.6 x25.5 x25.4 DEVE 1�20PME 6(!T oe o�l .0 -'V"' \X7VQ FF=26.0� 2 /J / / �/ %- $.47 , 2-2. lw \ I. , 4 z 6.2\ �,rq6l_ DEC .-25.8,5 U= 150 / f' �/ �j/ 26.00 N", WIN ♦ �/� ✓� 0.40 ?. 1,' / N OF A F�=26.00 FF=26.0(1',- x / \ / /// FF=26 24.7 107 -07 0. 0 , Al� / / ------ To-67 vo ♦ 252 24. -A 4 IX25.J / / r ,•' ".,-- --'II ! ,r``.�;. /♦ 321 ♦ �4 00 1 91 40 10 X(2 X( -2-roo / , w % f� / , / / , 0.17 x 20.1 / , / / / %40 0 2L31 7 IF oe 1�� \ I AZLE < or FF=2 .00 N, L L 7UU > 2 2 22 5.2. O.,�7, I Nt\ L _3 102 /// / ' / / 00 1 1 .9 7-, 4 Fc=,8. ou J le 25.1 , / --)FF= V . A 7.76 N 26.5 ­10,14,2 26.00 ♦ < @ N "I x/- 24.7 Z4.4 x L='8 �5�410 r x L=62' -81 f FF-26 2 7 .0 F--1 71- H92 FF=2p"-O % / / 04 ' ii 1 J C .03lt'7.26 ,j x ♦ x 2J. J 'a Y 22. 0 > _2L40 8 25'0 4 C5 �/y Tc= 252 Al U.A x < ❑ w L=4�0) 00. �J 21 O %.FF=26.20 =9 20.. 'L= L=TO L= W if 3 n3 � / , 1.0 pol4z8 72 -1827 1.625.0 FF=26.60 / / 2 -2 9 ITT5477 -2 � 12-4 CB 0/ ' / `' u ov 2J. 9 TC= /,00p �, / tip 24.6 4.6 X / / / o 0 *ft �F=5.'PZ 18.4 1•5 FF=26 66"'\ ❑ j 24.8 26.60 ol N". moo .\m) 'N" ♦ L=98' 21.9 e .4 / / x ❑ 0.5& 22 �X ,�' e / / , J 4.5 8-M?'� \, ♦ 1\ 1 6.56 ♦ 'JAFF7726.6 Lu > 3�_ N // / / 20.1 lo<� 9." �v 'I, ol x 26.4 Ax 11 (D w / 1 00, 0 19.3 , / (6 f.;1\2507 II I > - < ro �64' 22 e 6, X 27.IeFF-26' 24.4 24.2 x ## .1 / 0. �2QQ j x x 211 ll J1 �PA 22.6 I r_ # - - I'll, x / / X \ - I . %-:0. F 6 616 TC=5,. :13 0.9 IV, =0.5 0.' 7 �l 1% L: 42 Tc= 4 /// 7 / / / OO �I ; 0 ,r, v / / / L= <Q \ (j{ =Y 25.0 -F"R I e 'y '01, _jI 6.5 7, 22.9 27.5 / N. C x 25.07 / O 50 0 25 50 100 ep 27.00 �10 a _s; 9 x 24.2 (61) 111127.7 GRAPHIC SCALE / / / <� 295 A 27.7 7 A// x /w/K 41 IN FEET 26,6 1.06 27.6 1 inch 50 ft. 112=0 / v Q -0.3 51 0.87 25 L 2J. e �// , / /,' x 7 X 23.5 x ' ' ` . / f x ' / ��� �/ ,� 2Z-20' 2J. I 51 > / / '/ / 25.5 _ .� / /� � � ' / o", 7 23.5 25.4 .. � '`•l l/' / , 2 It 24.7 Ta�5, 2-2-1 \5 .0 rx, FF=2� 26.5 /� / 24.9 IN A r / 24.J L=498' FLOW PATH LENGTH THROUGH SUBAREA VICINITY MAP (N_-lF_S_J I I=e-1 1=1\11r-3 U13urImMurl MI Pluurl\ /r.J. Q=13.41 46.5 r_I_r_VMIlUP4 MI IAUIJr_ R 62 -NODE NUMBER . Tc=11.37, 42.3 3 TIME OF CONCENTRATION/ \PIPE INVERT ELEVATION AT NODE 42.L@ ----------- - - - - -- "--PIPE NODE NUMBER \SUBAREA BOUNDARY PIPE INV AT NODE/ FOR POND SIZING AND CAPACITY SEE REPORT PREPARE ,r u rvel (ALMt, DRIVE BLD s WI COSTARR�l 2 S A, c, 4 (714) 'o 0.1 911 432,41" PARDUE, CORNWELL & ASSOCIATES., INC. PLANNING • ENGINEERING • SURVEYING HYDROLOGYAND HYDRAULIC CALCULATIONS . f CLUBHOUSE APARTMENTS LA QUINTA, CA' PREPARED FOR: THE GREYSTONE GROUP 341 Bayside 47 Newport Beach, ,Ca 926,60 /QROF ESS /p�,� W N0.42158 EXP 3 -31.08 �iFO C/ Vll. F CAf`�F t L�. r JAN 2.8 2005 Prepared under the supervision of JAMES HAYWARD PARDUE, P.E. Date . PLAN PCN Please sr -• this Plan Check Number (PCN) nce while plans 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 41 c„ 4 Z 7rl pfc'8r40IQ?()ICFAX (7 1 4) 241-343 2 ti ~ '' DISCUSSION: Clubhouse Apartments consists of multi - family housing situated on approximately 11 acres of dense residential zoned land. The site is located in the area bounded by Avenue 52nd and the All American Canal. Sewer, water, and storm drain facilities exist adjacent to the site. The drainage concept is to direct surface drainage to proposed catch basins. These basins are in turn connected to various storm drain systems which direct flows to proposed retention basins at various locations throughout the site. The onsite study is based on a 100 -year recurrence interval storm event. This report calculates the runoff expected to occur as a result of this event. The study is based on _ Riverside County Hydrology Rational Method calculations for hydrology and performed using AES Software. Pipe hydraulics were analyzed utilizing the Storm Cad hydraulics program by Haestad Methods. Included in this report are the following: ' . 1. Hydrology Calculations a. .100 year b. 10 year ' 2. Pipe Hydraulics 3. Catch Basin Sizing Calculations 4. Dry Well Nuisance Water Capacity ' 5. Hydrology Reference Data 6. Exiting Drainage — 7. Sandfilter Sizing Calculations ' 8. Retention Basin Calculations a. Storage Calculations b. Water Surface Calculations (per basin) ' 9. Hydrology Map P A R D U E , C O R N W E L L & A S S O C I A T E S , I N C. ' 151 KALMUs DRIVE SUITE M -2 •.COSTA MESA, CA 92626 • PHONE (714) 241 -3400 -FAX(714)241-3432 1 HYDROLOGY CALCULATIONS -- 100 yea r PARDU E, CO RNWELL & ASSOCIATES, INC. 151 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (714) 241' -3400 • FAx (7'14) 241 -3432 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2002 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates 151 Kalmus Drive Suite M -2 Costa Mesa, Ca 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CLUBHOUSE APARTMENT COMPLEX * 100 YR STUDY * W.O. 342 -1, FILE: 34211 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 34211.DAT TIME /DATE OF STUDY: 13:38 11/19/2004 ----- - - - - -- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---- - - - - -- ______________ -- - - - - -- ________ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION = 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 SLOPE 0.85 10 -YEAR STORM 60.- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 SPECIFIED.CONSTANT RUNOFF COEFFICIENT = 0.720 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM. ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL 'IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) ___ _____ (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0-020 0 67 2.00 0.0312 0.167 0.015.0 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (To 2 -. (Depth) *(Velocity) Constraint _ * P -of -Curb) *SIZE PIPE WITH A FLOW CAPACITY GREATER THANT FT /S) ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -- FLOW - PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 --------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 375.00 UPSTREAM ELEVATION = 29.00 DOWNSTREAM ELEVATION = 24.79 ELEVATION DIFFERENCE = 4.21 TC = 0.359 *[( 375.00.. * *3) /( 4.21)] * *.2 = 9.438 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.674 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 2.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 12.00 TO NODE 500.00 IS CODE = 31 ----------- - - - - -- ________________ --------- - - - - -- __ __ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW.)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.74 DOWNSTREAM(FEET) = 20.S9 -FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.88 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 2.52 1 PIPE TRAVEL TIME(MIN.) = 0.18• Tc(MIN.) = 9.62 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00 451.00 FEET. - -FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 --- - - - - -- ________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 3 ------ - - - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) -= 9.62 RAINFALL INTENSITY(INCH /HR) = 4.62 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 2.52 - -FLOW PROCESS FROM NODE 21,.00 TO NODE 22.00 IS CODE 21 --------- - - - - -- -------------- » >>>RATIONAL- METHOD - INITIAL SUBAREA ANALYSIS<< « -- < ---------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 98.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 98.00 * *3) /(_ 1.20)] * *.2 = 5.423 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.444 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1,72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 500.00 IS CODE'= ---- - - - - -- _ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> >>>USING- COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) 20.59 FLOW LENGTH(FEET). = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 5.77 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 500.00 = 210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 500.00 TO NODE 500.00 'IS CODE = 1 - ->> >>>DESIGNATE- INDEPENDENT STREAM FOR CONFLUENCE<< «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.77 RAINFALL INTENSITY(INCH /HR) = 6.22 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 1 "70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS• FROM - NODE 31.00 TO NODE 32.00 IS CODE,= 21 - - -- - ----- - - - - -- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ -------------------------- ___________ ___ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT-IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24.75 ELEVATION DIFFERENCE 1.85 TC = 0.359 *[( 100.00 * *3) /( 1.85)] * *.2 = 5.034 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6,728 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.15 TOTAL RTTMl1F7 1t-vcN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 500.00 IS CODE = 1 ---- - - - - -- ------------- _ --- -------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<.< -- » » >AND- COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 6.73 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.52 9.62 2 1.72 5.77 3 0.73 5.03 INTENSITY AREA (INCH /HOUR) (ACRE) 4.622 0.75 6.219 0.37 6.728 0.15 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** 9.62 500.00 = 451.00 FEET. - -FLOW PROCESS FROM NODE 500.00 TO NODE 42.00 IS CODE = 31 ---------- - - - - -- _________________ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) << <<< ELEVATION DATA UPSTREAM(FEET) 20-59 DOWNSTREAM(FEET) 20.00 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4..55 ESTIMATED. PIPE DIAMETER (INCH) = 15.00 NUMBER OF PIPES = PIPE.-'FLOW(CFS) = 4.30 1 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.93. LONGEST. FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 42.00 TO NODE 42..00 IS CODE = 1 --------------------------- - - - - -- ------ - - - - -- STREAM RUNOFF. Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.55 5.03 6.728 2 3.90 5.77 6.219 ' 3 4.30 9.62 4.622 - "=-; COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = _ : 4 . 3 0 Tc ( MIN . ) 1.27 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 9.62 500.00 = 451.00 FEET. - -FLOW PROCESS FROM NODE 500.00 TO NODE 42.00 IS CODE = 31 ---------- - - - - -- _________________ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) << <<< ELEVATION DATA UPSTREAM(FEET) 20-59 DOWNSTREAM(FEET) 20.00 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4..55 ESTIMATED. PIPE DIAMETER (INCH) = 15.00 NUMBER OF PIPES = PIPE.-'FLOW(CFS) = 4.30 1 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.93. LONGEST. FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 42.00 TO NODE 42..00 IS CODE = 1 --------------------------- - - - - -- ------ - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------- _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.93 RAINFALL INTENSITY(INCH /HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1,27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 --------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ----------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 131.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION= 24.79 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 131.00 * *3) /( 1.81)] * *.2 = 5.945 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.110 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.70 -- FLOW - PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ------------------------------------------------------------ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< -- » >>>AND- COMPUTE - VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.95 RAINFALL INTENSITY(INCH /HR) = 6.11 TOTAL STREAM AREA(ACRES) = 0.16 PEAR; FLOW RATE(CFS) AT CONFLUENCE _ 0.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.30 9.93 4.537 1.27 2 0.70 5.95 6.110 , 0.16 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. �* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 3.28 5.95 2 4.82 9.93 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 4. TOTAL AREA(ACRES) = 1.43 INTENSITY (INCH /HOUR) 6.110 4.537 ARE AS FOLLOWS: 92 Tc(MIN.) = 9.93 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. *********** IV* ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM-NODE 42.0.0 TO NODE 501.00 IS CODE = 31 ---------------- --------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 19-55 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.82 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. - - - FLOWPROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 - - - - -- _____________ ---- - - - - -- ________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.16 RAINFALL INTENSITY(INCH /HR) = 4.48 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS).AT CONFLUENCE = 4.82 -- FLOW - PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ----- - - - - -- - ->> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ -------------- _ ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE) ] * *_2 INITIAL SUBAREA FLOW- LENGTH = 103.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 103.00 * *3) /( 1.40)] * *.2 = 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.448 *USER *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.58 FLOW - PROCESS FROM NODE 52.00 TO,NODE 501.00 IS CODE = 31 - >>>- OMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< ------------------- > > >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE PLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) = 19.55 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.06 ESTIMATED PIPE DIAMETER(INCH) = 12.00 ' NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.58 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 501.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 ----- - - - - -- » >>>DESIGNATE INDEPENDENT STREA M FOR CONFLUENCE<< «< _______________ COMPUTE -- VARIOUS CONFLUENCED STREAM VALUES<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5,79 RAINFALL INTENSITY(INCH /HR) = 6.21 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.82 10.16 4.478 1.43 2 1.58 5:79 6.206 0.34 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.32 5.79 6.206 2 5.96 10.16 4.478 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.96 Tc(MIN.) = 10.16 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. -- 'FLOW- PROCESS FROM NODE 501.00 TO NODE 62.00 IS CODE = 31 ------------------------------ - - - - -- ' >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET) = 19.55 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW .VELOCITY(FEET /SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.96 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.41 " LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE •62.00 IS CODE = 1 ------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 RAINFALL INTENSITY(INCH /HR) = 4.42 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---- - - - - -- ----------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *_2 INITIAL SUBAREA FLOW- LENGTH = 143.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 2.40 TC = 0.359 *[( 143.00 * *3) /( 2.40)7 * *.2 =. 5.922 ' 100 YEAR RAINFALL INTENSITY(INCH HOUR = / ) 6.124 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.07 i TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 2,07 i FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 I ------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< - ---- - >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.92 RAINFALL INTENSITY(INCH /HR) = 6.12 -� TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07 ** CONFLUENCE DATA ** I I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.96 10.41 4.417 1.77 2 2.07 5.92 6.124 0.47 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THEECONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE'MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR). 1 5.46 5.92 6.124 2 7.46 10.41 4.417 _ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.46 Tc(MIN.) = 10.41 TOTAL AREA(ACRES) = 2.24 LONGEST FLOWPATH FROM NODE .11.00 TO NODE 62.00 = 690.00 FEET. FLOW PROCESS FROM NODE 62.00 TO NODE 72.00 IS CODE = 31 -------------------------------------- �; >> »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>> >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION. DATA: UPSTREAM(FEET) 18.41 DOWNSTREAM(FEET) = 17.79 ' FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.14 - -=� ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.46 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.70 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. -- FLOAT - PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 --------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 - ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.70 RAINFALL INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA(ACRES) = 2.24 -�' PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 - - -- ------------------------------------------- - ->> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 78.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.18 ELEVATION DIFFERENCE = 1.82 TC = 0.359 *[( 78.00 * *3) /( 1.82)] * *.2 = COMPUTED TIME OF CONCENTRATION INCREASED TO 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(A 4.351 MIN. 755 7200 CRES) = 0.14 TOTAL RUNOFF(CFS) =. 0.68 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE 1 - - - - - -- -------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< --------------------- >> >>>AND•COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE-VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68 ** CONFLUENCE DATA ** STREAM RUNOFF. Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7..46 10.70 4.346 2.24 2 0.68 5.00 6.755 0.14 t** * * * * * * * * * * * * * * * * ** * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 4.16 2 7.89 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 5.00 10.70 ESTIMATES 7. 2.38 INTENSITY (INCH /HOUR) 6.755 4.346 ARE AS FOLLOWS: B9 Tc(MIN.) = 10.70 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. -- FLOW - PROCESS FROM NODE 72.00 TO NODE 502.00 IS CODE = 31 -------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> » >USING- COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.79 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 76.00 MANNING'S N'= 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.89 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.95 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 -- - - - - -- ____________ >> >>>DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.95 RAINFALL INTENSITY(INCH /HR) = 4.29 TOTAL STREAM AREA(ACRES) = 2.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.89 - -FLOW- PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 --- - ------------------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *_2 INITIAL SUBAREA FLOW - LENGTH = 274.00 UPSTREAM ELEVATION = 26.25 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 1.15 TC = 0.359 *[( 274.00 * *3) /( 1.15)] * *.2 = 10.136 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.485 *USER 5PECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 82.00 TO NODE 502.00 IS CODE = 31 ------------------------------•- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM (FEET) 17 32 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.33 ' LONGEST FLOWPATH FROM NODE 81.00 TO NODE 502.00 = 359.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW - PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE - = 1 --------- - - - - - _ _ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED-STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.33 RAINFALL INTENSITY(INCH /HR) = 4.44 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER AREA ' (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.89 10.95 4.289 2 2.38 1.84 10.33 4.436 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THI'S FORMULA -� WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.29 10.33 4.436 2 9.67 10.95 4.289 COMPUTED CONFLUENCE.ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.67 Tc(MIN.) = 10.95 _ TOTAL AREA(ACRES) = 2.95' ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. -- FLOW - PROCESS FROM NODE 502..00 TO NODE 92.00 IS CODE 31 ---------- - - - - -- ________ >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - - >>> >USING- COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.32 DOWNSTREAM(FEET) = 17.26 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.67 PIPE.TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.0O.FEET. FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 ------------------------ --------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE<< <<< ----------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH /HR) = 4.28 TOTAL STREAM AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.67' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE.= 21 -- - - - - -- --------------------------------------- > ?— RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *,2 INITIAL SUBAREA FLOW.- LENGTH = 100.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM'ELEVATION = 24.14 ELEVATION DIFFERENCE = 1.86 TC = 0.359 *[( 100.00 * *3) /( 1.86)) * *.2 = 5.028 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.733 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.68 - -FLOW- PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 - - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTP.I, NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.:03 RAINFALL INTENSITY(INCH /HR) = 6.73 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.67 10.97 4.284 2.95 2 0.68 5.03 6.733 0.14 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF ' Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.11 5.03 6.733 2 10.10, 10.97 4.284 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.10 Tc(MIN.) _ TOTAL AREA(ACRES) = 3.09 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 10.97 92.00 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 92.00 TO NODE 102.00 IS CODE = 31 ---------.--------- --------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.26 DOWNSTREAM(FEET) = 16.73 FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21..0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.10 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) _ . 11.20 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. FLOAT PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ------------------ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME- OF CONCENTRATION(MIN.) = 11.20 RAINFALL INTENSITY.(INCH /HR) = 4.23 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ----- - - - - -- -------------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION.CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 77.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.19 ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 77.Ob * *3)/( 1.81)] * *.2 = 4.322 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 *USER SPECIFIED(GLOBAL).: CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.68 i ' TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.68 - -FLOW- -------------------- - - - - -- _PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 -- - - - - -- ______ __ >>>> - >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.68 . ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) 1 10.10 11.20 (INCH /HOUR) (ACRE) 4.233 3.09 2 0.68 5.00 6.755 0.14 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. WILL NOT NECESSARILY RESULT IN THIS FORMULA THE MAXIMUM VALUE OF PEAK FLOW. -_ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO -' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ,._ STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.19 5.00 6.755 _._ 2 10.53 11.20 4.233 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.53 Tc(MIN.) = 11.20 _ TOTAL AREA(ACRES) = 3.23 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 102.00 TO NODE 503.00 IS CODE = 31 ------------------------------------------------ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ---------------------------------------------------- --------------------- ELEVATION DATA: UPSTREAM(FEET) = 16.73 DOWNSTREAM(FEET) = 16 _ 27 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS),= 10.53 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 11.40 LONGEST FLOWPATH'FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 ------------------------------------------------------------ ___ -- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 _________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY(INCH /HR) = 4.19 TOTAL STREAM AREA(ACRES) = 3.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW- PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ------- - - - - -- ----------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 150.00 * *3) /( 0.96)] * *.2 = 7.320 100 YEAR RAINFALL INTENSITY(INCH /HOUR) '= 5.416 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1'.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 112.00 TO NODE 503.00 IS CODE = 31 ---- - - - - -- ___________________ >>> >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> -USING >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM (FEET) 16.27 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.01 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 503.00 = 236.00 FEET. - -FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 - - - - - -- ---------------------- ____ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< -- » >>>AND- COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.52 RAINFALL INTENSITY(INCH /HR) = 5.33 TOTAL STREAM.AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.53 11.40 4.190 3.23 2 1.01 7.52 5.333 0.26 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. "� ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.96 7.52 5.333 - ' 2 11.33 11.40 4.190 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.33 Tc(MIN..) = 11.40 TOTAL AREA(ACRES) = 3.49 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. -- FLOW - PROCESS FROM NODE 503.00 TO NODE 122.00 IS CODE = 31 --------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' - - >>> > USING - COMPUTER - ESTIMATED- PIPESIZE= (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 16.27 DOWNSTREAM(FEET) = 15.60 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) _ ' 5.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 11.33 PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) - 11.68 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 -------------------------------------------- ' » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.68 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 3.49 --' PEAK FLOW RATE(CFS) AT CONFLUENCE _ 11.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** __ FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 --- - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM . TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 156.00 UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 23.85 ELEVATION DIFFERENCE = 2.11 TC = 0.359 *[( 156.00 * *3) /( 2.11)] * *.2 = 6.403 10C YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.853 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.18 - -FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 - -- ----- - - - - -- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< __________________ >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40. RAINFALL INTENSITY(INCH /HR) = 5.85 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.33 11.68 4.131 3.49 2 1.18 6.40 5.853 0.28 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.39 6.40 5.853 2 12.16. 11.68 4.131 ti COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.16 TC(MIN.) = 11.68 TOTAL AREA(ACRES) = 3.77 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 ------- - - - - -- ----------------------------------- >> >>>RATIONAL METHOD INITIAL.SUBAREA ANALYSIS« <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 347.00 UPSTREAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 24.44 ELEVATION DIFFERENCE = 2.68 TC = 0.359 *[( 347.00 * *3) /( 2.68)] * *.2 = 9.861 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.557 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 2.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 132.00' TO NODE 142.00 IS CODE = 31 ----------- - - - - -- ________________ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1.7 17 DOWNSTREAM(FEET) = 15.71 FLOW LENGTH(FEET) = . 59.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000' DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.25 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-- FLOW(CFS) = 2.10 . PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 10.02 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142-on = Ana nn .�Tn ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOAT PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 - - - - - -- ------------------------ ________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------- TOTPL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME, OF CONCENTRATION(MIN.) = 10.02 RAINFALL INTENSITY(INCH /HR) = 4.52 TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 ------------------------ - - - - -- __ - ->> >>>RATIONAL- METHOD - INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE.)] * *_2 INITIAL SUBAREA FLOW - LENGTH = 361.00 UPSTREAM ELEVATION = - 26.11 DOWNSTREAM ELEVATION = 23.47 ELEVATION DIFFERENCE = 2.64 TC•= 0.359 *[( 361.00 * *3) /( 2.64)] * *.2 = 10.128 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.487 *USER.SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ".7200 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 2.78 - -FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 --- - - - - -- ___________ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.).= 10.13 RAINFALL INTENSITY(INCH /HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.10 10.02 2 2.78 10.13 INTENSITY AREA (INCH /HOUR) (ACRE) 4.515 0.64 4.487 0.86 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL• NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL'INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (•CFS) (MIN.) (INCH /HOUR) 1 4.85" 10.02 4. "515 2 4.86 10.13 4.487 COMPUTED CONFLUENCE.ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.86 Tc(MIN.) = 10.13 TOTAL AREA(ACRES) .= 1..50 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ----- - - - - -- - ->> >>>RATIONAL- METHOD INITIAL SUBAREA ANALYSIS « «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(.LENGTH * *3) /(ELEVATION CHANGE).] * *,2 INITIAL SUBAREA FLOW - LENGTH = 61.00 UPSTREAM ELEVATION 26.90 DOWNSTREAM ELEVATION = 26.30 ELEVATION DIFFERENCE = 0.60 _ TC = .0•.359* [ ( 61.00 * *3) / ( 0.60) ] * *.2 = 4.687 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 .YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.'29 TOTAL AREA(ACRES) = 0.06 - TOTAL RUNOFF(CFS) = 0,29 - -FLOW PROCESS FROM NODE 202.00 TO NODE 600.00 IS CODE = 31 ------------------------- -------------------- >>> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 24.80 DOWNSTREAM(FEET) 20.52 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ 0.29 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.20 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 600.00 = 122.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 31 ---- - - - - -- ------------------------------------ >>> ­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> » >USING- COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 20.52 DOWNSTREAM(FEET) 20.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0,29 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 5.53 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 601.00 = 170.00 FEET. FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE - - 1 ----------------------------- ----------------- -----=------ ,>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 - - - -__ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.53 RAINFALL INTENSITY(INCH /HR) = 6.37 TOTAL STREAM AREA(ACRES) = 0'.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0,29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 -------------------------------- - - - - -- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *,2 INITIAL SUBAREA FLOW - LENGTH = 135.00 UPSTREAM ELEVATION 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 135.00 * *3) /( 1:20)] * *,2 = 6.572 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.765 *USER SPECIFIED,(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) 1.12 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - - FLOW PROCESS FROM NODE 212.00 TO NODE 601..00 IS CODE = 31 --------------------------------------------------------- >> >>>COMPUTE PIPE FLOW TRAVEL TIME THRU SUBAREA<< <<< - - >>> > USING - COMPUTER - ESTIMATED - PIPESIZE (NON - PRESSURE FLOW )<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) 20.13 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.67 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.67 RAINFALL INTENSITY(INCH /HR) = 5.71 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.29 5.53 6.371 0.06 2 1.12 6.67 5.715 0.27 IN THIS COMPUTER PROGRAM, THE. CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE.. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW'RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.22 5 . 53 6.371 ' 2 1.38 6.67 5.715 _- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.38 TC(MIN.). = 6.67 TOTAL AREA(ACRES) = 0.33 . LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = '179.00 FEET. - -FLOW- PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 _ --------- - - - - -- __________ _ __ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< ' - ->> >>>USING- COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION -DATA: UPSTREAM(FEET) = 20.13 DOWNSTREAM(FEET) = 19.35 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 .DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES _ PIPE -FLOW VELOCITY(FEET /SEC.) = 3.78 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.38 -_ PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.07 ' LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** •- - -FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 -- - - - - -- ------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< -- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.07 _ RAINFALL INTENSITY(INCH /HR) = 5.52 ' TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FLOW - - - - - -- FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 - ---------------- - ------------ -------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 109.00 UPSTREAM ELEVATION = 26.56 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.96 TC = 0.3.59 *(( 10.9.00 * *3) /( 0.96)] * *.2 = 6.044 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.052 *USER SPECIFIED(GLOBAL): ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLCW PROCESS FROM NODE 222.00 TO NODE 602.00 IS CODE = 31 -------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THi2U SUBAREA<< <<< -- ­-USING (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) 19.3s FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.78 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 602.00 = 173.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 --------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.21 RAINFALL INTENSITY(INCH /HR) = 5.96 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.38 7.07 5.524 0.33 2 0.78 6.21 5.959 0.18 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA•OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.00 6.21 2 2.11 7.07 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 2. TOTAL AREA(ACRES) = 0.51 INTENSITY (INCH /HOUR) 5.959 5.524 ARE AS FOLLOWS: 11 Tc(MIN.) = 7,07 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE. 603.00 IS CODE = 31 ------------------------------------------- > > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 19.35 DOWNSTREAM(FEET) 18.27 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = - 2.11 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 --------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 - -__ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.56 RAINFALL INTENSITY(INCH /HR) = 5.32 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 --- - - - --- -------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 260.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION 25.30 ELEVATION DIFFERENCE.= 1.10 TC = 0.359 *[( 260.00 * *3) /( 1.10)] * *.2 = 9,909 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.544 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 232.00 TO NODE 603.00 IS CODE = 31 ------------------ - --------------------- >> » >COMPUTE PIPE -FLOW TRAVEL•TIME THRU SUBAREA« «< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 21.70 DOWNSTREAM (FEET)- = 18.27 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE PIPE -FLOW VELOCITY(FEET /SEC.) = ESTIMATED PIPE DIAMETER(INCH) = PIPE- FLOW(CFS) = 1.9'0 PIPE TRAVEL TIME(MIN.) = 0.22 LONGEST FLOWPATH FROM NODE 23: IS 4.5 INCHES 7.03 12.00 NUMBER OF PIPES = 1 Tc(MIN.) = 10.13 L.00 TO NODE 603.00 = 353.00 FEET -- FLOW - PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ----------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< -- » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH /HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 1.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.11 7.56 2 1.90 10.13 INTENSITY AREA (INCH /HOUR). (ACRE) 5.316 0.51 4.486 0.58 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) __- 1 3.53 7 . 56 5.316 ' 2 3.68 10.13 4.486 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' -"� PEAK FLOW RATE(CFS) = 3.53 Tc(MIN.) = 7.56 TOTAL AREA(ACRES) = 1.09 LONGEST FLOWPATH FROM.NODE 217.00 TO NODE 603.00 = 393.00 FEET. ' PROCESS FROM NODE 603.00 TO NODE 604.00 - -FLOW -------------------------------------------------------------- IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' >> » >USING COMPUTER - ESTIMATED --------------- PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) FLOW ---- - - - - --__ _ = 18.27 DOWNSTREAM(FEET) ' = 17.81 LENGTH(FEET) = 67.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.37 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF ■ PIPES = 1 PIPE- FLOW(CFS) = 3.53 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.81 LODIGEST FLOWPATH 'FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 -------------------------------------------------------------- ___ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TINE OF CONCENTRATION(MIN.) = 7,81 RAINFALL INTENSITY(INCH /HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 M -- FLOW - PROCESS - - ---------------------- - - - - -- _ FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 - - - - - -- __ ___ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *,2 INITIAL SUBAREA FLOW- LENGTH = 145.00 UPSTREAM ELEVATION = 25.70 DOWNSTREAM ELEVATION = 25.20 _ ELEVATION DIFFERENCE = 0.50 TC = 0.359 *[( 145.00 * *3) /( 0.50)] * *.2' = 8.173 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.081 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 - , SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0,99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 242.00 TO NODE 604* .00 IS CODE = 31 ------- - - - - -- ______________ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- «< - ->> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7,74 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.99 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 241.00 TO NODE 604.00 207.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---- - - - - -- ---------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENT.RATION(MIN.) = 8.31 RAINFALL INTENSITY(INCH /HR) = 5.03 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.53 7.81 5.215 1.09 2 0.99 8.31 5.033 0.27 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 'RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.45 7.81 5.215 2 4.39 8.31 5.033 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.45 Tc(MIN.) = 7.81 TOTAL AREA(ACRES) = 1.36 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460.00 FEET. - -FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ------------------ ------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.81 DOWNSTREAM(FEET) 17.76 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.6. INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.36 ESTIMATED PIPE DIAMETER (INCH) = 15.00 NUMBER OF PIPES.= 1 PIPE- FLOW(CFS) = 4.45 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 ------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ----- -____- TOTAL'NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.84 RAINFALL INTENSITY(.INCH /HR) = 5.20 C. TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 251.00 TO NODE 252.0'0 IS CODE = 21 ----- - - - - -- -------------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 450.00 UPSTREAM ELEVATION =. 27.20 DOWNSTREAM ELEVATION = 23.83 ELEVATION DIFFERENCE = 3.37 TC = 0.359 *[( 450.00 * *3) /( 3.37)1 * *,2 = 11.009 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.275 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 3.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 252.00 TO NODE 605.00 IS CODE = 1 -- - - - - -- -------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< - ->> » >AND- COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: .TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH /HR) = 4.28' TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.45 7.84 5.203 1.36 2 3.79 11.01 4.275 1.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA.USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) l' 7.15 7.84 5.203 2 7.45 11.01 4_.275 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.15 Tc(MIN.) = 7.84 TOTAL AREA(ACRES) = 2.59 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW- PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 ----------------------------- - - - - -- _ >> >>> COMPUTE PIPE -FLOW .TRAVEL TIME THRU SUBAREA <<<<< - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA': UPSTREAM(FEET) = 17.76 DOWNSTREAM(FEET) 15.10 FLOW LENGTH(FEET) = 157.00 MANNING'S N =. 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.15' PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.21 LONGEST FLOWPATIH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE _ ----------------------------------- - - - - -- ______________ - -» >>>DESIGNATE- INDEPENDENT - STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 5.07 TOTAL STREAM AREA(ACRES) = 2.59 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 7.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 251.00 TO NODE 252.00 IS'' CODE = 21 - - - -- ----------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH ** *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 142.00. UPSTREAM ELEVATION = 25.50 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 142.00 * *3) /( 1.50)] * *.2 = 6.479 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.813 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) 0.21 TOTAL RUNOFF(CFS) _ 0.88 -- FLOW - PROCESS FROM NODE 252.00 -TO NODE 606.00 IS CODE = 1 ---------------- - - - - -- _______ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.48 RAINFALL INTENSITY(INCH /HR) = 5.81 TOTAL STREAM AREA(ACRES) = 0.21 f PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.15 8..21 5.068 2.59 2 0.88 6.48 5.813 0.21 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 6.52 6.48 5.813 . 2 7.92 8.21 5.068 _ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 7.92 Tc(MIN.) 8.21 TOTAL AREA(ACRES) = 2.80 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 606.00 TO NODE 262.00 IS CODE = 31 ------------------------------------------------- - ->> >>>COMPUTE -PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 15.10 DOWNSTREAM(FEET) 14-14 FLOW LENGTH(FEET) = 1.12.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH.PIPE IS 13.1 INCHES . PIPE -FLOW VELOCITY(FEET /SEC.) = 5.73 '-� ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.92 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. FLOW- - PROCESS FROM NODE . 262.00 TO NODE 262.00 IS CODE = 1 ----------------------- - - - - - _ » >>>DESIGNATE INDEPENDENT STREAM. FOR CON FLUENCE<< «< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.54 RAINFALL INTENSITY(INCH /HR) = 4.95 TOTAL STREAM AREA(ACRES). = 2.80 1 it ^' PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LO W PROCESS FROM NODE 261.00 TO NODE 262.00 IS CODE = 21 -- » ---- - - - - -- -------- - - - - -- _______________ - - > > >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED. INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 104.00 UPSTREAM ELEVATION = 26.20 DOWNSTREAM ELEVATION = 24.58 ELEVATION DIFFERENCE = 1.62 TC = 0.359 *[( 104.00 * *3) /( 1.62)] * *,2 = 5.292 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.536 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 - - - - - -- _ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< __ __ >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.). = 5.29 RAINFALL INTENSITY(INCH /HR) = 6.54 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 1.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (,INCH /HOUR) (ACRE) 1 7.92 8.54 4.954 2.80 2 1.13 5.29 6.536 0.24 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -'1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.04 5.29 6.536 2. 8.77 8.54 4.954 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:' PEAK FLOW RATE(CFS) = 8.77 Tc(MIN.) = 8.54 TOTAL AREA(ACRES) = 3.04 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. - -FLOW- PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ------ - - - - -- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 118.00 UPSTREAM ELEVATION = 25.90 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 0.80. TC = 0.359 *[( 118.00 * *3). /( 0.80)] * *.2 = 100 YEAR,RAINFALL INTENSITY(INCH /HOUR) = 5.76-A 6'574 *USER SPECIFIED(GLOBAL): CONDOMINIUM'DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW- PROCESS FROM NODE 302.00 TO NODE 700.00 IS CODE = 31 ------- - - - - -- ____________ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< - ->> >>>USING- COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.70 DOWNSTREAM(FEET) 21.24 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.32 EST =MATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.71 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 700.00 = 161.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - ------PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 31 ----------- - - - - -- ___________ -------------- >> >>>COMPUTE.PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 21.24 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 2.37 ESTIMATED PIPE DIAMETER(INCH) 12.00 NUMBER OF PIPES = PIPE- FLOW(CFS)•= 0.79 1 PIPE TRAVEL TIME(MIN.) = '0.57 Tc(MIN.) = 7.28 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. - -FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ------------------------- ------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.28 RAINFALL INTENSITY(INCH /HR) = 5.43 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ---OW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 FLOW >> >>>RATIONAL METHOD INITIAL SUBAREA - ANALYSIS<< <<<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM Y TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 191.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE 1.00 TC = 0.359 *[( 191.00 * *3) /( 1.00)] * *.2 = 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.0038 394 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) _ 1.4'4 - -FLOW PROCESS FROM NODE 312.00 TO NODE 701.00 IS CODE = 31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -- >>> > USING - COMPUTER - ESTIMATED - PIPESIZE (NON- PRESSURE FLOW) << <<< ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) 20.95' FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.31 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = •1.44 1 PIPE TRAVEL'TIME(MIN.) = 0.12 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 701.00 = 237.00 FEET. -- FLOW- PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ---- - - - - -- ________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< -- >> >>>AND- COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------ - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT,CONFLUENCE _ 1.44 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.79 7.28 2 1 . 5.434 0.19 .44 852 4.961 0.40 WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * *t * *t ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF HE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY - NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 2.02 7.28 5.434 2 2.16 8.52 4.961 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.16 Tc(MIN.) = 8 52 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. FLOW PROCESS FROM NODE * * * * * * ** - - -- 701.00 TO NODE ---- 702.00 IS CODE = 31 -- - - - - - -- ----------------------- - - - - -- __ >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< - ->> >>>USING- COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET). = 20.95 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 lg gg DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES PIPE- FLOW'VELOCITY(FEET /SEC.) = 3.73 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 2.16 1 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 9.19 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. - -••• FLOW PROCESS FROM NODE 702.00 TO NODE - 702.00 IS CODE.= 1 ` ----- - - - -- ____________ > > >DESIGNATE INDEPENDENT STREAM - FOR - CONFLUENCE<< «< ------------------------------------ ____________________________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.19 _- RAINFALL INTENSITY(INCH /HR) = 4.75 ' TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW.RATE(CFS) AT CONFLUENCE _ 2.16 ' FLOW PROCESS FROM NODE 321.00 TO NODE - - - - -- 322.00 IS CODE = 21 ---- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<----------- - - - - -- - -- --------- ----------- - - - -- _________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(.ELEVATION CHANGE)] * *_2 INITIAL SUBAREA-FLOW-LENGTH = 136.00 UPSTREAM ELEVATION = 26.16 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE.= 1.16 TC = 0.359 *[( 136.00 * *3) /( 1.16)] * *.2 = 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.728 6 646 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) _ 1.81 - -FLOW- PROCESS FROM NODE 322.00 TO NODE, 702.00 IS CODE = 31 - - - -- __ ----------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - - >>> > USING - COMPUTER - ESTIMATED - PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 19 .99 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS '4.2 INCHES PIPE -FLOW VELOCITY(FEET /S.EC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ 1.81 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 702.00 = 204.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE 1 -- - - - - - - - _____ -- - - - - - - - - ___________ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<. > > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< -------- ----------- - - -- _______ _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.80 RAINFALL INTENSITY(INCH /HR) = 5.65 TOTAL STREAM AREA(ACRES) = 0.44 P • EAK FLOW RATE(CFS) AT CONFLUENCE _ 1.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2 2.16 9.19 4.747 0.59 1.81 6.80 5.652 0.44 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * IN THIS COMPUTER. PROGRAM, THE CONFLUENCE VALUE USED IS BASED * * * * * * * * * * * * * ** ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED-FOR 2 STREAMS. **-PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.41 6.80 5.652 2 3.68 9.19 4.747 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.68 Tc(MIN.) = 9.19 TOTAL AREA(ACRES) = 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 702.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< -- >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION.DATA: UPSTREAM(FEET) = 19-99 DOWNSTREAM(FEET) = 19 88 FLOW LENGTH(FEET) _ O DEPTH OF FLOW IN 18.0 INCH PIPE AISIN10.8NINCHES013 PIPE -FLOW VELOCITY(FEET /SEC.) = 3.34 ESTIMATED.PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.68 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 703.•OO.TO NODE 703.00 IS CODE = 10 ----------------- - - - - -- ___________ - ->> »>- IN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 « «< FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE = 21 -------------------- ----------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ ---------------=--------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *_2 INITIAL SUBAREA FLOW- LENGTH = 207.00 'UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.77 ELEVATION DIFFERENCE = 2.34 TC = 0.359 *[( 207.00 * *3) /( 2.34)] * *,2 = 7.431 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.369 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) _ .1.93 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS- FROM ------------------------------------------------ NODE 332.00 TO NODE 703.00 IS CODE = 1 ____ > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH /HR) = 5.37 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 21 ----------------------------------- - - >>> - RATIONAL- METHOD INITIAL SUBAREA ANALYSIS « «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *,2 INITIAL SUBAREA FLOW- LENGTH 1 249.00 UPSTREAM ELEVATION = 27.12 DOW14STREAM ELEVATION = 25.07 ELEVATION DIFFERENCE = 2.05 TC = •0.303 *I( 249.00 * *3) /( 2.05)] * *.2 = 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.4717 194 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.25 .TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.25 - -FLOW- PROCESS FROM NODE 342.00 TO NODE 703.00 IS CODE = 31 ------------ - - - - -- _________________ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- «< -- >> >>> USING - COMPUTER - ESTIMATED - PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 20-80 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS" 6.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) _ ,12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.25 - PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 1 ------ - - - - -- ___________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<" » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.45 RAINFALL INTENSITY(INCH /HR) = 5.36 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 2.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) '(MIN.) (INCH /HOUR) (ACRE) 1 1.93 7.43 5.369 2 2.25 745 0.50 . •; 5.359 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED -; ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA i WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE' FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM3ER (CFS) (MIN.) (INCH /HOUR) _ 1 4.17 7.43 5.369 2 4.17 7.45 5.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.17 Tc(MIN.) = 7.45 ' TOTAL AREA(ACRES) = 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. -- FLOW - PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 11 ---- - ______I_T TH -- -- ----------------- ------------------- -- » »> CONFLUENCE MEMORY BANK # 2 WE MAIN- STREAM MEMORY<< <<< -------- - - - - -- ---_______ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.17 7.45 5.359 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 1 7003.00 = 325.00 FEET. ' ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 3.68 9.36 4.697 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 1 703.00 = 427.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.11 7.45 5.359 2 7.34 9.36 4.697 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.11 Tc(MIN.) = 7.45 TOTAL AREA(ACRES) = 2.•10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 2.10 TC(MIN.) = 7.45 PEAK FLOW RATE(CFS) = 7.11 VD OF RATIONAL METHOD ANALYSIS .., E _ 1 I HYDROLOGY CALCULATIONS 10 yea r P A R D U E , C O R N W E L L & ASSOCIATES, I N C . 151 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (714) 241 -3400 • FAX (714) 241 -3432 ********************************************* * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON * * * * * * * RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL _ (c) Copyright 1982 -2002 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates _ 151 Kalmus Drive Suite M -2 Costa Mesa, Ca 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ' * CLUBHOUSE APARTMENT COMPLEX * 10 yr STUDY , * W.O. 342 -1, FILE: 34211 FILE NAME: 34211.DAT TIME /DATE OF STUDY: 09:03 01/21/20.05 ---------------- - --- ------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - ' - - - - - -- ------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 10 -YEAR STORM 10- MI14UTE INTENSITY(INCH /HOUR) = 2,770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.5799 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.720 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE NO. FACTOR -(FT) - _- (FT) -- SIDE -/- SIDE / (FT)- -WAY- -(FT)- -(FT) -(FT)- 1 30.0 20.0 0.018/0.018/0.020 0'.67 2.00 0.0312 0.167 - -(n) -- 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2, (Depth) *(Velocity) Constraint = 0.5 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ----- - - - - -- ----------------------------------- ­-RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------ ------____ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT,IS CONDOMINIUM TC' = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 375.00 UPSTREAM ELEVATION = . 29.00 DOWNSTREAM ELEVATION = 24,79 ELEVATION DIFFERENCE = 4.21 TC = 0.359 *[( 375'.00 * *3) /( 4.21)] * *.2 = 9.438 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.893` *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 12.00 TO NODE 500.00 IS CODE = 31 ----------------------- ---------------------- >>> ­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.74 DOWNSTREAM(FEET) = 20.59 FLOW LENGTH(FEET.) = 76.00 MANNING'S N'= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.04 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 9.65 LONGEST FLOWPATH FROM NODE 11-0070 NODE 500.00 = 451.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 - -- ------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< --------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.65 RAINFALL INTENSITY(INCH /HR) = 2.86 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 21.00 TO NODE 22'.00 IS CODE = 21 -- - - -- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - > >> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<<• ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 98.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 98.00 * *3) /( 1.20)1 * *.2 = 5.423 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.99.0 *USER SPECIFIED(GLOBAL): I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 22.00 TO NODE 500.00 IS CODE = 31 - -- >>> ­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 22-80 DOWNSTREAM(FEET) 20.59 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4,77 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES•= 1 PIPE- FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 5.81 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 500.00 = 210.00 FEET. - -FLOW- PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------- ________________________________ ---------------- TOTAL NUMBER OF STREAMS = 3 -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE :. TIME OF CONCENTRATION(MIN.) = 5.81 RAINFALL INTENSITY(INCH /HR) = 3.83 TOTAL STREAM AREA(ACRES) '= 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 - -FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 -- - - - - -- -------------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION 24.75 ELEVATION DIFFERENCE = 1.85 TC = 0.359 *[( 100.00 * *3) /( 1.85)1 * *.2 = 5.034 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200• SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45 FLOW PROCESS FROM NODE 32.00' TO NODE 500.00 IS CODE = 1 -- >> »> ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< ------- - - - - -- >>> ­AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN'.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 4.17 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45 **-CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.56 9.65 2.856 0.75 2 1.06 5.81 3.832 0.37 3 0.45 5.03 4.166 0.15 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED . ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) _ 1 2.19 5.03 4.166 ' 2 2.42 5.81 3.832 3 2.66 9.65 2.856 _ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.66 Tc(MIN.) = 9.65 TOTAL AREA(ACRES) = 1.27 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 500.00 = 451.00 FEET. II - -FLOW PROCESS FROM NODE 500.00 TO NODE 42.00 IS CODE _ '31 ---------------------------- ' >> -COMPUTE > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 20.59 DOWNSTREAM(FEET) = 20.00 ' FLOW LENGTH(FEET) = 1 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.98 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.66 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 10.00 -- LONGEST FLOWPATH FROM NODE 11.00 TO NODE 42.00 = 536.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 -----------------=----- ----------------------------------------------------- ' >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.00 RAINFALL INTENSITY(INCH /HR) = 2.80 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 FLOW PROCESS FROM NODE - -' -- -41.00 TO NODE •42.00 IS CODE = 21 --------------------------------------------------------- ­-RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM _ TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 131.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 24,79 ELEVATION DIFFERENCE = 1.81 ' TC = 0.359 *[( 131.00 * *3) /( 1.81)] * *,2 = 5.945 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.782 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> » >AND,COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.).= 5.95 RAINFALL INTENSITY(INCH /HR) = 3.78 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44 ** CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 2.66 ' 10.00 2 0.44 5.95 INTENSITY AREA (INCH /HOUR) (ACRE) 2.797 1.27 3.782 0.16 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.02 5.95 3.782 ' 2 2.99 10.00 2.797 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -- 'PEAK FLOW RATE(CFS) = 2.99 Tc(MIN.) = 10.00 ' TOTAL AREA(ACRES) = 1.43 LONGEST FLOWPATH FROM NODE .11.00 TO NODE 42.00'= 536.00 FEET. - -FLOW PROCESS FROM NODE 42.00 TO NODE 501.00 IS CODE = 31 - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' .>> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) 20.00 DOWNSTREAM (FEET) = 19.5s ' FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.).= 4.25 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 2.99 PIPE - TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.26 LONGEST FLOWPATH FROM NODE 11.,;0 TO NODE 501.00 = 600.00 FEET. FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE - - = 1 -------------------------------------------- ' >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< --------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 10.26 RAINFALL INTENSITY(INCH /HR) = 2.76 _ TOTAL STREAM AREA(ACRES) = 1.43 ■ PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** --------------------- FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---- - - - - -- ------------------------------------- > > >RATIONAL METHOD'INITIAL SUBAREA.ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 103.00 UPSTREAM ELEVATION = ' 26.60 DOWNSTREAM ELEVATION = 25.20 ELEVATION-DIFFERENCE = 1.40 TC = 0 .'359 *[( 103.00 * *3) /( 1.40)) * *.2 = 5.418 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.992 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.98 FLOW PROCESS FROM NODE 52.00 TO NODE 501.00 IS CODE = 31 ------- - - - - -- >>>­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) 19.55 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12:000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)'= 5.28 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 5.84 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 501.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE * = 1 ---------------------------- ------------------ > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< > > >AND COMPUTE, VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.).= 5.84 RAINFALL INTENSITY(INCH /HR) = 3.82 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 INTENSITY AREA (INCH /HOUR) (ACRE.) 2.757 1.43 3.821 0.34 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW'RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.68 5.84• 3.821 2 3.69 10.2'6 2.757 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.69 Tc(MIN.) = 10.26 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 501.00 TO NODE 62.00 IS CODE = 31 -------------------------------- - - - - -- ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2 2.99 0.98 10.26 5.84 INTENSITY AREA (INCH /HOUR) (ACRE.) 2.757 1.43 3.821 0.34 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW'RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.68 5.84• 3.821 2 3.69 10.2'6 2.757 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.69 Tc(MIN.) = 10.26 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 501.00 = 600.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 501.00 TO NODE 62.00 IS CODE = 31 -------------------------------- - - - - -- >>- COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > » USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE.FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 19.55 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(.FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.69 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.53 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE. 62.00 TO NODE- 62.00 IS CODE = 1 - - - - -- -------------------=--------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN'.) = 10.53 RAINFALL INTENSITY(INCH /HR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.69 - -FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---- - - - - -- ----------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 143.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 24.00 ELEVATION DIFFERENCE = 2.40 TC = 0.359 *[( 143.00 * *3). /( 2.40)] * *.2 5.922 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.791'- *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 ------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ­-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS, = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.92 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY ' AREA • NUMBER (CFS) (MIN.) - (INCH /HOUR) (ACRE) _ 1 3.69 10.53 2.714 1.77 ' 2 1.28 5.92 3.791 0.47 **** * * * *. * * * * * * * * * *• * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFCLWCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.36 5.92 3.791 2 4.61 10.53 2.714 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE.(CFS) = 4.61 Tc(MIN.) = 10.53 TOTAL AREA(ACRES) = 2,24 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 690.00 FEET. -- FLOW. - PROCESS FROM NODE 62.00 TO NODE 72.00 IS CODE = 31 -------- - - - - -- --------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< - ->> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 18.41 DOWNSTREAM(FEET) = 17.79 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.55 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.61 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 10.87 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOUT - PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 ------- - - - - -- --------------------- ------------ >> >>>DESIGNATE-INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.87 RAINFALL INTENSITY(INCH /HR) = 2,67 TOTAL STREAM AREA(ACRES) = 2.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = a ri ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 --- - - - - -- -------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 78.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.18 ELEVATION DIFFERENCE = 1.82 TC = 0.359 *[( 78.0.0 * *3) /( 1.82)] * *.2 = 4.351 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182. *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 - - - - -- ----------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------ -------= --- - -- _______ TOTAL NUMBER OF STREAMS = 2 - - - -___ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL. INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = ' 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR). (ACRE) 1 4.61 10.87 2.666 2.24 2 0.42 5.00 4.182 0.14 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.54 5.00 4.182 2 4.88 10.87 2.666 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.88 Tc(MIN.) _ -10.87 TOTAL AREA(ACRES) = 2.38 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 72.00 = 781.00 FEET. ------------------------------ FLOW PROCESS FROM NODE 72.00 TO NODE 502.00 IS CODE = 31 -------------------------------- - - - - -- » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.79 DOWNSTREAM(FEET) = 17.32 FLOW LENGTH(FEET) = 76.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH-PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.88 PIPE TRAVEL TIME(MIN..) = 0.28 Tc(MIN.) = 11.14 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 857.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1' -------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION'(MIN.) = 11.14 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 2,38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 ----- - - - - -- ----------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< :ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[.(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 274.00 UPSTREAM ELEVATION = 26.25 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 1.15 TC = 0.359 *[( 274.00 * *3) /( 1.15)] * *.2 10.136 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.776 *USER SPECIFIED.(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200. SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) _ •1.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 502.00 IS CODE = 31 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > » USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) 21.00 DOWNSTREAM(FEET) 17.32 FLOW'LENGTH(FEET) = 85.00 MANNING'S N = 0.013 _ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12:000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.47 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) 1.14 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.35 1 ' LONGEST FLOWPATH FROM NODE 81.00 TO NODE 502.00 = 359.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 - - - - - -- ________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< OTP.I, NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.35 RAINFALL INTENSITY(INCH /HR) = 2.74 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc• INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 4.88 11.14 2.627 2.38 2 1.14 10.35 2.742 0.57 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF' Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.67 10.35 2.742 2 5.97 11.14 2.627 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.97 Tc(MIN.) = 11.14 TOTAL AREA(ACRES) 2.95 ' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 502.00 = 857.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 92.00 IS CODE 31 -------------- - - - - -- _ ---------------------- I » >> COMPUTE. PIPE -FLOW TRAVEL TIME. THRU SUBAREA « «< > > >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 17.32 DOWNSTREAM(FEET) = 17.26 FLOW LENGTH(FEET) = 8.00 MANNING'S.N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC. -) = 5.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.97 ' PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 1 ----------------- --------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< --------- TOTAL NUMBER .OF STREAMS = 2 ---------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH /HR) = 2.62 TOTAL STREAM AREA(ACRES) = 2,95 PEAK-FLOW RATE(CFS) AT CONFLUENCE = 5.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW- PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 21 --- - - - - -- --------------------------------------- > »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 100.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION 24.14 ELEVATION DIFFERENCE = 1.86 TC = 0.359 *[( 100.00 * *3) /( 1.86)] * *.2 = 5.028 10 .YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.168 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 92.0'0 TO NODE 92.00 IS CODE = 1 - - - - -- ------------------------ ----------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 -_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH /HR) = 4.17 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH %HOUR) (ACRE) 1 5.97 11.17 2.624 2.95 2 0.42 5.03 4.168 i 0.14 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. _1 ** PEAK FLOW RATE-TABLE ** STREAM RUNOFF Tc INTENSITY �i NUMBER (CFS) (MIN..) (,INCH /HOUR) 1 3.11 5.03 4.168 2 6.23 11.17 2.624 -i COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 6.23 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 3.09 -' LONGEST FLOWPATH FROM NODE 11.00 TO NODE 92.00 = 865.00 FEET. -i -- FLOW - PROCESS - FROM - NODE - - -- -92.00 TO NODE 102.00 IS CODE = 31 ----- --- ----- -- ---- ---------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > > >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------- -- ELEVATION DATA: UPSTREAM(FEET) = 17.26 DOWNSTREAM(FEET) = 16.73 FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.013 i DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.23 i PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.43 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942 -00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE 1 --------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.43 RAINFALL :LNTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.23 FLOW PROCESS FROM NODE 10.1.00 TO.NODE 102.00 IS CODE = 21 --- - - - - -- -------------- > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM f DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(-ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 77.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.19 - ELEVATION DIFFERENCE = 1.81 TC = 0.359 *[( 77.00 * *3) /( 1.81)] * *,2 = 4.322 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.42 ' TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE­ 1 ------- - - - - -- --------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<'< TOTAL.NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = 0.14 ' PEAK FLOW RATE(CFS)'AT CONFLUENCE = 0.42 **'CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.23 11:43 2.590 3.09 2 0.42 5.00 4.182 0.14 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1'AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** -' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.15 5.00 4.182 _ 2 6.49 11.43 2.590 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.49 Tc(MIN.) = 11.43 TOTAL AREA(ACRES) = 3.23 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 102.00 = 942.00 FEET. -' FLOW PROCESS FROM NODE 102.00 TO NODE 503.00 IS CODE = 31 --------------------- ------------------------ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > > >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) 16.73 DOWNSTREAM(FEET) = 16.27 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 -' DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.06 ESTIMATED PIPE DIAMETER(INCH) = '18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.49 ' PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 11.65 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 503.00 = 1009.00 FEET. 1 7 FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE 1 - - - -- --------------------------------- >> >>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.65 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 3.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6'.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ---------------------- - - - - -- ____ > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 150.00 UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 150.00. * *3) /( 0.96)] * *.2 7.320 10 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 3.352 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 503.00 IS CODE = 31 ------- - - - - -- >>> > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< - -> » USING- COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 16.27- FLOW LENGTH,(FEET) = 86.00 MANNING'S N = 0.013 _ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 ' DEPTH OF FLOW IN 12..0 INCH PIPE IS 2.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = -' PIPE- FLOW(CFS) = 0.63 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.55 LONGEST FLOWPATH FROM NODE 111:00 TO NODE 503.00 = 236.00 FEET. -- FLOW - PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 - -- -, -- >> >>> DESIGNATE - INDEPENDENT - STREAM -FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.55 RAINFALL INTENSITY(INCH /HR) = 3.29 TOTAL STREAM AREA(ACRES) = 0.26 1 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.49 11.65 2.561 3.23 2 0.63 7.55 3.294 0.26 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. �; ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.84 7.55 3.294 ' 2 6.98 11.65 2.561 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.98 Tc(MIN.) = 11.65 ' TOTAL AREA(ACRES) = 3.49 j LONGEST FLOWPATH FROM NODE' 11.00 TO NODE 503.00 = 1009.00 FEET. - -FLOW PROCESS FROM NODE 503.00 TO NODE 122.00 IS CODE = 31 --------- - - - - -- -' - ->> » >COMPUTE- PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< > > >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 16.27 DOWNSTREAM(FEET) = 15.60 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE-FLOW (CFS)- = 6.98 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 122.00 = 1107.00 FEET. - -FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 -------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS 2 - ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.97 RAINFALL INTENSITY(INCH /HR) _ " 2.52 _ TOTAL STREAM AREA(ACRES) = 3.49 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 - - - -- >>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 156.00 UPSTREAM ELEVATION = 25.96 DOWNSTREAM ELEVATION = 23.85 ELEVATION DIFFERENCE = 2.11' TC = 0.359 *[( 156.00 * *3) /( 2.11)] * *.2 = 6.403 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.623 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 -------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH /HR) = 3.62 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 ** CON - STREAM 'NUMBER 1 2 _1 1 7 FLUENCE DATA ** RUNOFF Tc (CFS) (MIN.) 6.98 11.97 0.73 6.40 INTENSITY AREA (INCH /HOUR) (ACRE) 2.521 3.49 3.623 0.28 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *.* PEAK FLOW RATE TABLE ** STREAM RUNOFF. Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.47 6.40 3.623 2 7.49 11.97 2.521 COMPUTED. CONFLUENCE ESTIMATES. ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.49 Tc(MIN.) _ TOTAL AREA(ACRES) = 3.77 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 11.97 122.00 = 1107.00 FEET. 7 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 ------------------ ------------------------ » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 347.00 , UPS ^REAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 24.44 ELEVATION DIFFERENCE = 2.68 TC = 0.359 *[( 347.00 * *3) /( 2.68)] * *.2 = 9.861 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.821 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO NODE 142.00 IS CODE = 31 ------------------------------------------ >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ­-USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 17.17 DOWNSTREAM(FEET) = 15.71 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.47 ESTIMATED PIPE DIAMETER(, INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.30 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -' -- FLOW - PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 --------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF.STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 RAINFALL INTENSITY(INCH /HR) _ .2.79 ^' TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 - -» >>> RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< « <________________________ I ASSUMED INITIAL SUBAREA UNIFORM _ DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 361.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.47 1 r- I1 ELEVATION DIFFERENCE = 2.64 TC = 0.359 *[(. 361.00 * *3) /( 2.64)) * *.2 10.128 10 YEAR RAINFALL INTENSITY(INCH /HOUR) _. 2.777 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 1 ----------------- ----------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< > > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< 'TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 _ARE: TIME OF CONCENTRATION(MIN.) _ .10.13 RAINFALL INTENSITY(INCH /HR) = 2.78 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.30 10.04 2 1.72 10 ..13 INTENSITY AREA (INCH /HOUR) (ACRE) 2.791 0.64 2.777 0.86 ** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.00 10.04 2.791 2 3.01 10.13 2.777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.01 Tc(MIN.) = 10.13 TOTAL AREA(ACRES) = 1.50 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 142.00 = 406.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------=- ----------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW = LENGTH = 61.00 UPSTREAM ELEVATION = 26.90 ' DOWNSTREAM ELEVATION = 26.30 ELEVATION DIFFERENCE = 0.60 TC = 0.359 *(( 61.00 * *3) /( 0.60)] * *.2 = 4.687 ' COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.18 TOTAL-AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 202.00 TO NODE 600.00 IS CODE = 31 --------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -' - -» >>>USING. COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 24.80 DOWNSTREAM(FEET) = 20.52 -' FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.38 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.18 PIPE TRAVEL TIME(MIN.) = 0.2.3 Tc(MIN.) = 5.23 LONGEST•FLOWPATH FROM NODE 201.00 TO NODE. 600.00 = 122.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 31 ' -1 ------------------- --- ---------- --- ----- -- ---- ---------- » >> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 20.52 DOWNSTREAM(FEET) = 20.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 -' DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.05 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 -' PIPE- FLOW(CFS) = 0.18 PIPE TRAVEL. TIME(MIN.) = 0.39 Tc(MIN.) = 5.62 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 60.1.00 = 170.00 FEET. FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 ------------------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 5.62 RAINFALL INTENSITY(INCH /HR) = 3.91 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.18 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------- a] ' » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------- ________________________________________ j ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS-CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 135.00 ' UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.40 ELEVATION DIFFERENCE = 1'.20 TC = 0.359 *[( 135.00 * *3) /( 1.20)] * * °2 = 6.572 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.569 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.69 -- FLOW - PROCESS FROM NODE 212 °00 TO NODE 601.00 IS CODE = 31 ----------------------------------------------------- ----- » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<. _ » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) 20.13 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 -' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000. DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 -' PIPE- FLOW(CFS) = 0.69 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 6.69 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 ------------------------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.69 RAINFALL INTENSITY(INCH /HR) = 3.53 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.69 ** CONFLUENCE DATA ** -, STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.18 5.62 3.906 0.06 ' 2 0.69 6.69 3.533 0.27 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 0.76 5.62 3.906 2 0.86 6.69 3.533 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.86 Tc(MIN.) = 6.69 TOTAL AREA(ACRES),= 0.33 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 601.00 = 179.00 FEET. -- FLOW - PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 ------------------------------------- ----------- >>>­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 20.13 DOWNSTREAM(FEET) = 19.35 ' FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES -; PIPE -FLOW VELOCITY(FEET /SEC.) = 3.34 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 - ----------------- ----------- -------------- >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -' TOTAL NUMBER OF STREAMS = 2 -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH /HR) = 3.40 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 --------------------------------------=------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 109.00 UPSTREAM ELEVATION = 26.56 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.96 TC = 0.359 *[( 109.00 * *3) /( 0.96)) * *.2 = 6.044 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.746 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA-RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.49 -- FLOW = PROCESS FROM NODE 222.00 TO NODE 602.00 IS CODE = 31 >> - COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< >>-USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 23.30 DOWNSTREAM(FEET) 19.35 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES t PIPE -FLOW VELOCITY(FEET /SEC.) = 5.74 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.49 PIPE TRAVEL TIME(MIN.) = 0.19 ; Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 602.00 = 173.00 FEET. -' - -FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 - - - -- --------------------- _ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ' » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.23 RAINFALL INTENSITY(INCH /HR) = 3.68 TOTAL STREAM AREA.(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.86 7.14 3.401 0.33 2 0.49 6.23 3.681 0.18 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA -� WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK-FLOW RATE TABLE ** -, STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.23 6.23 3.681 2 1.31 7.14 3.401 +' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.31 Tc(MIN.) = 7.14 -' TOTAL AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 602.00 = 270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31 ----------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 19.35 DOWNSTREAM(FEET) 18.27 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.75 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.31 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.69 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 603.00 = 393.00 FEET. FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 --------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.69 RAINFALL INTENSITY(INCH /HR) = 3.26 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 231.00 TO NODE 232.•00 IS CODE = 21 ----------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 260.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION- 25.30 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 2.60.00 * *3) /( 1.10)]. * *.2 = 9.909 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) 1.17 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS.) = 1.17 FLOW PROCESS FROM NODE 232.00 TO NODE 603.00 IS CODE = 31 ------------------------------------------------- »>. »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< «< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 21.70 DOWNSTREAM(FEET).= 18.27 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.16 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 1.17 PIPE TRAVEL'TIME(MIN.) = 0.25 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE. 231.00 TO NODE 603.00 = 353.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ------------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< .» >>>AND COMPUTE VARIOUS CONFLUENCED: STREAM VALUES<< <<< .TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.16 RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.31 7.69 2 1.17 10.16 INTENSITY AREA (INCH /HOUR) (ACRE) 3.259 0.51 2.772 0.58 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.19 7.69 3.259 2 2.29 10.16 2.772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.19 Tc(MIN.) = 7.69 TOTAL AREA(ACRES) = 1.09 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 603.00 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 -------------------------------=------------------ >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW),« <<< ELEVATION DATA: UPSTREAM(FEET) = 18.27 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8•.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.85 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.19 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.98 ' LONGEST FLOWPATH FROM NODE 211.00 TO NODE 604.00 = 460,.00 FEET. ' FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.98 RAINFALL INTENSITY(INCH /HR) = 3.19 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2,19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------- FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 --------------------------------7----------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 145.00 UPSTREAM ELEVATION = 25.70 DOWNSTREAM ELEVATION = 25.20 ELEVATION.DIFFERENCE = 0.50 TC = 0.359 *[( 145.00 * *3) /( 0.50)] * *.2 = 8.173 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.145 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF'COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 242.00 TO NODE 604.00 IS CODE = 31 -- - - - - -- --------------------------------- >>> > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) = 17.81 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.73 ' ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.61 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.33 LONGEST.FLOWPATH FROM NODE 241.00 TO NODE 604.00 = 207.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.33 RAINFALL INTENSITY(INCH /HR) = 3.11 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.19 7.98 2 0.61 8.33 INTENSITY AREA (INCH /HOUR) (ACRE) 3.189 1.09 3.111 0.27 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING**** * * * * * * * * * * * * * * * * * * * *f * * * * * * * * ** IIv THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.81 DOWNSTREAM(FEET) 17.7G FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.78 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE _. 1 ---------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 ** PEAK FLOW RATE TABLE ** -' STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH /HOUR) 1 2.78 7.98 3.189 2 2.75 8.33 3.111 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.78 Tc(MIN.) = 7.98 TOTAL AREA(ACRES) = 1.36 LONGEST FLOWPATH FROM NODE 211.00 TO-NODE 604.00 = 460.00 FEET ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.81 DOWNSTREAM(FEET) 17.7G FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.78 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE _. 1 ---------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH /HR) = 3.18 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 FLOW PROCESS.FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 ------------------------------------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 450.00 UPSTREAM ELEVATION = 27.20 DOWNSTREAM ELEVATION = 23.83 .ELEVATION DIFFERENCE = 3.37 TC = 0.359 *[( 450.00 * *3) /( 3.37)] * *.2 = 11.009 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.646 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 2.34 -- FLOW - PROCESS - FROM - NODE. - -- '252.00 -TO -NODE 605.00 IS CODE = 1 -----------------•-------------------- •>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 -' RAINFALL INTENSITY(INCH /HR) = 2.65 TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE•(CFS) AT CONFLUENCE = 2.34 ** CONFLUENCE ** DATA STREAM RUNOFF Tc INTENSITY AREA _ NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.78 8.01 3.182 1.36 2 2.34 11.01 2.646 1.23 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO -� CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.49 8.01 3.182 2 4.66 11.01 2.646 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.49 Tc(MIN.) = 8.01 TOTAL AREA(ACRES) = 2.59 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 605.00 = 468.00 FEET.. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 -----------------------------------7------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 17.76 DOWNSTREAM(FEET) = 15.10 FLOW LENGTH( ' FEET) = 157.00 MANNING'S N = 0.013 DEPTH OF FLO IN 15.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER'OF PIPES = 1 PIPE- FLOW(CFS) = 4.49 PIPE TRAVEL TIME(MIN.) = .0.40 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 ------------------------------ .---------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM, 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.41 RAINFALL INTENSITY(INCH /HR) = 3.09 TOTAL STREAM AREA(ACRES) = 2..59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 251.00 TO'NODE 252.00 IS CODE = 21 ----7--------------------------------- » - RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC =,K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 142.00 UPSTREAM ELEVATION = 25.50 DOWNSTREAM ELEVATION 24.00 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[(. 142.00 * *3) /(' 1.50)] * *.2 = 6.479 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.598 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS). = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 252.00 TO NODE 606.00 IS CODE = 1 ------------------------------------------------------------ ,>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.48 RAINFALL INTENSITY(INCH /HR) = 3.60 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.49 8.41 3.093 2.59 2' 0.54 6.48 3.598 '0.21 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc 'INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.00 6.48 3.598 2 4.•95 8.41 3.093 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.95 Tc(MIN.) = 8.41 TOTAL .AREA(ACRES) = 2.80 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 606.00 = 625.00 FEET. FLOW PROCESS FROM NODE 606.00 TO NODE 262.00 IS CODE = 31 --------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <'<< << ELEVATION DATA: UPSTREAM(FEET) = 15.10 DOWNSTREAM(FEET) 14.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 DEPTH OF FLOW IN '15.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.95 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.78 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 ---------------------------------=------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8,78 RAINFALL INTENSITY(INCH /HR) = 3.02 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 261.00 TO NODE 262.00 IS CODE = 21 --------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ... < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION'CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 104.00 UPSTREAM ELEVATION = 26.20 DOWNSTREAM ELEVATION = 24.58 ELEVATION DIFFERENCE = 1.62 TC = 0.359 *[( 104.00 * *3) /( 1.62)] * *.2 = 5.292 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.046 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.70 FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.29 RAINFALL INTENSITY(INCH /HR) = 4.05 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.95 8.78 3.017 2.80 2 0.70 5.29 4.046 0.24 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF' Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.69 5.29 4.046 5.47 8.78 3.0'17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.47 Tc(MIN.) = 8.78 TOTAL AREA(ACRES) = 3.04 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 262.00 = 737.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ----------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL.SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 118.00 UPSTREAM ELEVATION = 25.90 DOWNSTREAM ELEVATION = 25.10 ELEVATION DIFFERENCE = 0.80 TC = 0.359 *[( 118.00 * *3) /( 0.80)] * *.2 = 6.574 10 YEAR RAINFALL INTENSITY•(INCH /HOUR) = 3.568 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ FLOW PROCESS FROM NODE - - -. 302.00 TO NODE 700.00 IS CODE = 31 ----- ----- ----- > » COMPUTE PIPE -FLOW TRAVEL - -- -- - - - - -- ------- --- ----- -- ---- ---------- TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.70 DOWNSTREAM(FEET) = 21.24 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) DEPTH OF FLOW IN 12.0 INCH PIPE INCREASED TO 12.000 IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.63 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 - PIPE- FLOW(CFS) = 0.49 ' PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.)'= 6.73 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 700.00 = 161.00 FEET. FLOW PROCESS'FROM NODE 700.00 TO NODE 701.00 IS CODE = 31 > > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ­-USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 21.24 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.06 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.49 PIPE.TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 7.38 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 --------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< --------------- -------------- -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH /HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ------------------------------------------ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 191.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION 25.00 ELEVATION DIFFERENCE = 1.00 TC = 0•.359 *[( 191.00 * *3) 1( 1.00)] * *.2 = 8.394 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.097 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.89 FLOW PROCESS FROM NODE 312.00 TO NODE 701.00 IS CODE = 31 ----------------------------------------- > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 20.95 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 701.00 = 237.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.•) = 8.53 RAINFALL INTENSITY(INCH /HR) = 3.07 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 ** CONFLUENCE DATA ** _ STREAM RUNOFF Tc INTENSITY AREA ' .NUMBER (CRS) (MIN.) (INCH /HOUR) (ACRE) 1 0.49 7.38 3.336 0.19 2 0.89 8.53 3.067 0.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.26 7.38 3.336 2 1.34 8.53 3.067 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.34 Tc(MIN.) = 8.53 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 701.00 = 242.00 FEET. ' - -FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------=- >> » >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ===-=-----=-=--===--=-==-=---=-=-==========--=--==-=-==-===-====-==-==------ ELEVATION DATA: UPSTREAM(FEET) = 20.95 DOWNSTREAM(FEET) = 19.99 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.36 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS.) = 1.34 ' PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE' 301.00 TO NODE 702.00 = 393.00 FEET. FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE _ 1 --------------.------------------------------------- >.» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH /HR) = 2.92 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 21 ------------------------------------------ - - - - -- ' > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM , TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 136.00 ' UPSTREAM ELEVATION = 26.16 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 1.16 TC = 0.359 *[( 136.00 * *3) /( 1.16)] * *.2 = 6.646 -' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.12 - -FLOW PROCESS FROM NODE 322.00 TO NODE 702.00 IS CODE = 31 ------------------------------------------------- > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 22.90 DOWNSTREAM(FEET) = 19.99' FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 -' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN .12.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 -' PIPE- FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.82 LONGEST FLOWPATH FROM NODE ,321.00 TO NODE 702.00 = 204.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 1 ------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< » > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.82 RAINFALL INTENSITY(INCH /HR) = 3.49 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.34 9.28 2 1.12 6.82 INTENSITY AREA (INCH /HOUR) (ACRE) 2.921 0.59 3.492 0.44 *** * * * *• * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS "DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) -' 1 2.11 6.82 3.492 2 2.28 9.28 2.921 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -' PEAK FLOW RATE(CFS) = 2.28 Tc(MIN.) _ TOTAL AREA(ACRES). = 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 9.28 702.00 = 393.00 FEET. FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ------------------------------------------- > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<<. ­-USING USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 19.99 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH.PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.96 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(.CFS) _ 2.28 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 10 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - » >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 IS CODE _ 21 ------------------------------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM T'C = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 207.00 UPSTREAM ELEVATION = 26.11 DOWNSTREAM ELEVATION = 23.77 ELEVATION DIFFERENCE = 2.34 TC = 0.359 *(( 207.00 * *3) /( 2.34)] * *.2 = 7.431 10_YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.323 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.50 TOTAL 9UNOFF(CFS) = 1.20 FLOW PROCESS FROM NODE 332.00 TO NODE 703.00 IS CODE = 1 ------------------------------------------- - - - - -- n >> > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH /HR) = 3.32 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ' - -FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 21 ------------------------------------------------------------ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< -------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW - LENGTH = 249.00 UPSTREAM ELEVATION = 27.12 DOWNSTREAM ELEVATION = 25.07 ELEVATION DIFFERENCE = 2.05 ' TC = 0.303 *[( 249.00 * *3) /( 2.05)] * *.2 = 7.194 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.387 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) 1.39 FLOW - PROCESS FROM NODE 342.00 TO NODE 703.00 IS CODE = 31 ------------------------------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 20.80 DOWNSTREAM(FEET) = 19.88 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 ESTIMATED PIPE-'DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 12.00 • NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) _. 7.49 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 1 ---------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.49 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA _ NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 1.20 7.43 3.323 0.50 2 1.39 7.49 3.309 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.58 7.43 3.323 2 2.58 7.49 3.309 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.58 Tc(MIN.) = 7.49 TOTAL AREA(ACRES) = 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 11 ------------------------------- ---------------------------------- » >>> CONFLUENCE MEMORY•BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.58 7.49 3.309 1.07 LONGEST FLOWPATH FROM NODE 341.00 TO NODE 703.00 = 325.00 FEET. ** ** MEMORY BANK # 2 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS).' CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.28 9.47 2.887 1.03 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 703.00 = 427.00 FEET. *** * * * * *• * * * * * * * * * * * * * * * * * * * * * * * ** WARNING**** * * * * * * * * * * * * * *. * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY'RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY _NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 4.38 7.49 3.309 2 4.53 9.47 2.887 Fin COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW.RATE(CFS) = 4.38 TC(MIN:) = 7.49 TOTAL AREA(ACRES) = 2.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.10 TC(MIN.) _ 7.49 PEAK FLOW RATE(CFS) = 4.38 END OF RATIONAL METHOD ANALYSIS PIPE SYSTEM HYDRAULICS P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 151 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 'FAX(714)241-3432 Scenario: Base 1 -12 R2 0-100 J -101 P -121 I -102 m 0 ' UNE P,2 J-1 02 03 1 -103 'o 1 -104 J -103 LINE ABA -1 &A-2 d ^, J -104 P X24 1 -105 o d J-1051 8125 I -106 o d J -106 P -126 1 -107 d '—, J -107 2j 1 I -108 Title: CLUBHOUSE APARTMENTS s:\ 342 -1 \sd \342 -1- hydraulics -a.stm Project Engineer: sbusby 01/24/05 07:37:24 AM ©Haestad Methods, Inc. pardue cornwell & associates 37 Brookside Road StormCAD v4.1.1'[4.2014] ' Waterbury, CT 06708 USA +1- 203- 755 -1666 Page 1 of 1 Scenario: Base SUMMARY Label Section Size Length (ft) Bend Angle Depth Depth Upstream Downstrear i Total Hydraulic Hydraulic Average Has (degrees) In (ft) Out (ft) Invert Elevation Invert Elevation System Grade Grade Velocity Hydraulic Flow Line In Line Out (ft/s) Jump? (ft) (ft) (cfs) '(ft) (ft) 1-108 0.27 0.23 0.30 25.07 25.03 P -127 12 inch 61.00 0.00 0.23 0.24 24.80 20.52 0.30 25.03 20.76 2.19 J -107 0.74 0.70 true 18 inch 48.00 45.00 0.20 0.44 20.52 19.93 0.30 20.76 20.72 -107 1 -107 0.30 20.72 20.37 1.40 true P -126 12 inch 44.00 90.00. 0.53 0.44 0.44 0.22 1.10 23.43 23.34 J -106 22.90 20.53 1.10 23.34 20.75 6.05 false P -107 18 inch 91.00 0:00 0.44 0.44 0.44 0.68 1.40 20.37 20.37 1 -106 19.93 18.73 1.40 20.37 19.41 2.49 true - P -125 12 inch 64.00 90.00 0.44 0.37 0.37 0:18 0.80 23.74 23.67 - J -105 23.30 19.76 0.80 23.67 19.94 5.54 false P -106 18 inch 123.00 0.00 0.68 0.56 0.56 0.96 2.20 19.41 19.29 1 -105 18.73 17.04 2.20 19.29 18.00 2.75 true P -124 12 inch 93.00 90.00 0.71 0.59 0.59 0.32 21.70 1.90 22.41 22.29 J -104 18.68 1.90 22.29 19.00 6.28 false P -105 18 inch 60.00 0.00 0.96 0.78 0.78 1.08 4.10 18.00 17.82 1- 104 17.04 16.33 4.10 17.82 17.41 3.72 true P -123 12 inch 62.00 90.00 0.50 0.42 0.42 0.19 22.80 1.00 23.30 23.22 J -103 17.81 1.00 23.22 18.00 6.54 false P -104 18 inch 8.00 2.47 1.08 0.87 0.87 0.80 5.10 17.41 17.20 1-103 16.33 16.26 5.10 17.20 17.06 5.07 false P -122 12 inch 8.00 90.00 1.56 0.83 1.33 0.35 3.80 21.61. 21.38 J -102 20.55 17.21 3.80 21.38 17.56 10.60 false P -103 24 inch 155.00 0.00 1.86 1.07 1.57 1.40 8.90 _ 17.06 16.77 1 -102 15.70 14.93 8.90 16.77 16.33 4.50 false P -121 12 inch 30.00 90.00 0.47 0.40 0.40 0.82 23.00 0.90 23.47 23.40 J -101 15.51 0.90 23.40 16.33 2.20 true P -1 24 inch 112.00 59.85 1.40 1.13 1.13 1.12 14.93 9.80 16.33 16.06 1 -12 . 14.37 9.80 16.06 15.49 5.38 false P -2 24 inch 23.00 0.00 0.46 0.36 0.46 0.30 1.10 14.53 14.53 0 -100 14.17 13.94 1.10 14.53 14.24 3.28 false 0.50 0 .50 1.10 14.24 . 1424 Title: CLUBHOUSE APARTMENTS s: \342- 1 \sd \01 good hydro \line a- g100.stm pardue Cornwell 8 associates Project Engineer: Hayward Pardue StormCAD V4.1.1.[4.2014j 01/24/05 09:21:57 AM ©Haestad Methods, Inc. 37 Br oo Rol ater � T 06 A - 75 1 Im t_ i_ i_ W �� M I ]� (_ of , � t I i Scenario: Base SUMMARY Label Section Size Length (ft) Bend Angle Depth In Depth Upstream Downstream Total Hydraulic Hydraulic Average Has (degrees) (ft) Out (ft) Invert Elevation Invert Elevation System Flow Grade Grade Velocity Hydraulic Line In Line Out (ft/s) Jump? (ft) (ft) (cfs) (ft) (ft) 1 -108 0.35 0.29 0.50 .25.15 25.09 P -127 12 inch 61.00 0.00 0.29 0.31 24.80 20.52 0.50 25.09 20.83 2.52 true J -107 0.81 0.76 0.50 20.83 20.78 P -108 18 inch 48.00 45.00 0.26 0.41 20.52 19.93 0.50 20.78 20.34 1.85 true 1 -107 0.41 0.35 0.70 23.31 23.25 P -126 12 inch 44.00 90.00 0.35 0.17 22.90 20.53 0.70 23.25 20.70 5.29 false J -106 0.41 0.41 1.20 20.34 20.34 P -107 18 inch 91.00 0.00 0.41. 0.60 19.93 18.73 1.20 20.34 19.33 2.45 true 1 -106 0.35 0.29 0.50 23.65 23.59 P -125 12 inch 64.00 90.00 0.29 0.15 23.30 19.76 0.50 23.59 19.91 4.83 false J -105 0.60 0.49 1.70 19.33 19.22 P -106 18 inch 123.00 0.00 0.49 0.79 18.73 17.04 1.70 19.22 17.83 2.59 true 1 -105 0.55 0.46 1.20 22.25 22.16 P -124 12 inch 93.00 90.00 0.46 0.26 21.70 18.68 1.20 22.16 18.94 5.47 false J -104 0.79 0.65 2.90 17.83 17.69 .P -105 18 inch 60.00 0.00 0.65 0.88 17.04 16.33 2.90 17.69 17.21 3.33 true 1 -104 0.38 0.32 0.60 23.18 23.12 P -123 12 inch 62.00 90.00 0.32 0.15 22.80 17.81 0.60 23.12 17.96 5.62 false J -103 0.88 0.71 3.50 17.21 17.04 P -104 18 inch 8'.00 2.47 0.71 0.64 16.33 16.26 3.50 17.04 16.90 4.52 false 1 -103 1.29 1.15 2.30 21.34 21.20 P -122 12 inch 8.00 90.00 0.65 0.25 20.55 17.21 2.30 21.20 17.46 9.61 false J -102 1.58 1.35 5.80 16.78 16.55 P -103 24 inch 155.00 0.00 0.85 1.09 15.70 14.93 5.80 16.55 16.02 3.93 true 1-102 0.35 0.29 0.50 23.35 23.29 P -121 12 inch 30.00 90.00 0.29 0.51 23.00 15.51 0.50 23.29 16.02 1.92 true J -101 1.09 0.89 6.30 16.02 15.82 P -1 24 inch 112.00 59.85 0.89 0.87 14.93 1.4.37 6.30 15.82 15.24 4.73 false I -12 0.43 0.43 0.90 14.50 14.50 P -2 24 inch 23.00 0.00 0.33 0.27 14.17 13.94 0.90 14.50 14.21 3.10 false 0 -100 0.47 0.47 0.90 14.21 14.21 Title: CLUBHOUSE APARTMENTS s: \342- 1 \sd \01 good hydro \line a- g10.stm Pardue Cornwell & associates Project Engineer: Hayward'Pardue StormCAD v4.1.1 (4.2014] 01/24/05 09:15:27 AM © Haestad Methods 97 Br k r+e Ro ater T 0 SA 3 -75 � � iiil� iii�iii � �ii�ii � of- Scenario: Base P -12 P -11 P -10 P -9 P -8 P -7 P -6 P -5 P -4 P -3 P -2 P -1 I -12 I -11 I -10 I -9 I -8 O-1 1 -7 1 -6 1 -5 I -4 1 -3 1 -2 1 -1. LINE B 1 -14 P =14 1 -13 P -13 0-2 LINE D Title: CLUBHOUSE APTS -LINE B s: \342- 1 \sd \0l good hydro \line b- g10.stm Project Engineer: Hayward Pardue pardue cornwell & associates - StormCAD v4.1!1 [4.2014 01/24/05 09:06:24 AM ©Haestad Me -ds, In 7 Br Ro ` pater T 06 A - � � -75� =1 of Scenario: Base SUMMARY Label Section Size Length (ft) Bend Angle Depth Depth Upstream Downstrear i Total Hydraulic Hydraulic Average Has (degrees) In (ft) Out (ft) Invert Elevation Invert Elevation System Grade Grade Velocity Hydraulic Flow Line In Line Out (ft/s) Jump? • (ft) (ft) (cfs) (ft) (ft) 1 -12 P -12 18 inch 71.87 0.00 0.64 0.60 0.60 . 2:50 21.69 21.65 I -11 0.87 21.05 20.59 2.50 21.65 21.46 3.07 true P -11 18 inch 6.24 0.00 0.87 0.81 0.81 4.20 21.46 21.40 1 -10 0.90 20.59 20.54 4.20 21.40 21.44 4.04 false P-10 18 inch 72.38 0.00 0.92 0.85 0.85 0.97 4.90 21.44 21.37 1 -9 20.52 20.01 4.90 21.37 20.98 4.40 true P -9 18 inch 62.43 0.00 1.43 0.91 1.35 1.13 5.60 20.98 20.90 1 -8 19.99 19.55 5.60 20.90 20.68 4.44 true P -8 18 inch 88.20 0.00 1.13 1.04 1.04 1.04 7.20 20.68 20.59 1-7 19.55 18.94 7.20 20.59 19.98 5.52 false P -7 24 inch 87.37 0.00 1.18 1.09 1.09. 1.20 9.30 19.60 19.51 1 -6 18.42 17.80 9.30 19.51 19.00 5.01 true P -6 24 inch 66.03 0.00 1.22 1.13 1.13 1.35 10.00 19.00 18.91 1-5 17.78 17.32 10:00 18.91 18.67 4.94 true P -5 24 inch 6.29 0.00 1.35 1.25 1.25 1.36 11.80 18.67 18.57 I-4 17.32 17.27 11.80 18.57 18.63 5.44 false P-4 24 inch 76.40 0.00 1.38 1.27 1.27 1.40 12:50 18.63 18.52 -3 17.25 16.74 12.50 18.52 18.14 5.62 true P -3 24 inch 64.89 0.00 1.42 1.31 1.31 1.48 13.20 18.14 18.03 1 -2 16.72 16.27 13.20 18.03 17.75 5.68 true P -2 24 inch 97.95 0.00 1.48 1.36 1.36 14.20 17.75 17.63 I -1 1.56 16.27 15.59 14.20 17.63 17.15 5.83 true P -1 24 inch 40.72 0.00 1.76 _ 1.66 15.40 17.15 17.05 0-1 1.66 2.00 15.39 14.98 15.40 17.05 16.98 5.21 false 1 -14 2.00 2.00 15.40 16.98 16.98 P -14 12 inch 59.03 0.00 0.67 0.62 0.62 1.07 2.10 17.84 17.79 -13 17.17 16.16 2.10 17.79 17.23 3.39 true P -13 12 inch 23.68 0.00 1.21 1.09 1.09 0.91 4.90 17.23 17.11 0-2 16.02 15.71 4.90 17.11 16.62 6.38 false 0.91 0.91 4.90 16.62 16.62 Title: CLUBHOUSE APTS -LINE B s: \342 -1 \sd \line b.stm associates pardue Cornwell & Project Engineer: Hayward Pardue 01/24/05 07:40:04 AM © Haestad Methods, Inc. 37 Bro a Ro ater T 06 A 3 75I " StormCAD v4.1.1 [4.2014] [� [m (= I= ;� I= �� [� �� � ids . - �� �� `� =1 of�m Scenario: Base SUMMARY Label Section Size Length (ft) Bend Angle Depth Depth Upstream Downstrear i Total Hydraulic Hydraulic Average Has (degrees) In (ft) Out (ft) Invert Elevation Invert System Grade Grade Velocity Hydraulic Elevation Flow Line In Line Out (ft/s) Jump? (ft) (ft) (cfs) (ft) (ft) 1-12 P -12 18 inch 71.87 0.00 0.51 0.48 0.48 1.60 21.56 21.53 1-11 0.67 21.05 20.59 1.60 21.53 21.26 2.71 true P -11 18 inch 6.24 0.00 0.67 0.62 0.62 0.71 2.70 21.26 21.21 1 -10 20.59 20.54 2.70 21.21 21.25 3.57 true P -10 18 inch 72.38 0.00 0.73 0.68 0.68 0.76 3.20 21.25 21.20 1 -9 20.52 20.01 3.20 21.20 20.77 3.83 true P -9 18 inch 62.43 0.00 1.22 0.72 1.16 0.90 3.60 20.77 20.71 1 -8 19.99 19.55 3.60 20.71 20.45 3.75 true P -8 18 inch 88.20 0.00 0.90 0.83 0.83 0.78 4.70 20.45 20.38 1 -7 19.55 18.94 - 4.70 20.38 19.72 4.85 false P -7 24 inch 87.37 0.00 0.93 0.87 0.87 0.94 6.00 19.35 19.29 1 -6 18.42 17.80 6.00 19.29 18.74 4.36 true P -6 24 inch 66.03 0.00 0.96 0.90 0.90 1.05 6.40 18.74 18.68 1 -5 17.78 17.32 6.40 18.68 18.37 4.26 true P -5 24 inch .6.29 0.00 1.05 0.97 0.97 1.06 7.50 18.37 18.29 1 -4 17.32 17.27 7.50 18.29 18.33 4.69 true P-4 24 inch 76.40 0.00 1.08 1.00 1.00 1.09 7.90 18.33 18.25 1 -3 17.25 16.74 7.90 18.25 17.83 4.78 true P -3 24 inch 64.89 0.00 1.11 1.03 1.03 1.15 8.30 17.83 17.75 1 -2 16.72 16.27 8.30 17.75 17.42 4.78 true P -2 24 inch 97.95 0.00 1.15 1.06 1.06 1.45 8.90 17.42 17.33 1 -1 16.27 15.59 8.90 17.33 17.04 4.44 true P -1 24 inch 40.72 0.00 1.65 1.61 1.61 2.00 9.60 17.04 17.00 0-1 15.39 14.98 9.60 17.00 16.98 3.30 false 1 -14 2.00 2.00 9.60 16.98 16.98 P -14 12 inch 59.03 0.00 0.52 0.48 0.48 0.67 1.30 17.69 17.65 1 -13 17.17 16.16 1.30 17.65 16.83 2.89 true P -13 12 inch 23.68 0.00 0.81 0.74 0.74 0.64 3.00 16.83 16.76 0-2 16.02 15.71 3.00 16.76 16.35 5.20 false 0.64 0.64 3.00 16.35 16.35 Title: CLUBHOUSE APTS -LINE B s: \342- 1 \sd \01 good hydro \line b- g10.stm pard Project Engineer: Hayward Pardue ue Cornwell associates StormCAD v4.1.1 [4.2014) 01/24/05 09:06:43 AM ©Haestad Methods, Inc. 7 Bro Ro pater ''T 06 A 3 -75 Scenario: Base 1 -4 L I ill E C 1 -3 Title: CLUBHOUSE APTS s: \342 -1 \sd \line c.stm Project Engineer: Hayward Pardue pardue Cornwell & associates 01/24/05 07:40:40 AM © Haestad Methods, Inc 7 Bro Ro ater T 06 A 75 StormCAD v4.1.1 [4.2014 Scenario: Base Title: CLUBHOUSE APTS s: \342 -1\sd \line c.stm Project Engineer: Hayward Pardue 01/24/05 07:40:53 AM Haestad Methods In pardue Cornwell & associates StormCAD v4.1.1 [4.2014] ©, 7 Bro Ro ter T 06 A 75 Mofim SUMMARY Label Section Size Length (ft) Bend Angle Depth Depth Upstream Downstream Total Hydraulic Hydraulic Average Has (degrees) In (ft) Out (ft) Invert Elevation Invert System Grade Grade Velocity Hydraulic Elevation Flow Line In Line Out (ft/s) Jump? (ft) (ft) (cfs) (ft) (ft) 1-3 0.36 0.33 0.80 21.20 21.17 I -2 1-2 18 inch 80.75 0.00 0.33 0.60 20.84 19.43 0.80 21.17 20.03 1.98 true P -3 18 inch 157.36 0.00 0.60 0.56 0.56 0.84 2.20 20.03 19.99 14 19.43 16.70 2.20 19.99 17.54 2.91 true C -1 12 inch 76.05 0.00 0.65 0.60 0.31 2.00 22.78 22.73 1 -5 .0.60 22.13 16.83 2.00 22.73' 17.14 6.78 false C -2 12 inch 12.14 0.00 0.64 0.59 0.59 0.70 1.90 21.73 21.68 1 -1 21.09 16.71 1.90 21.68 17.41 3.60 true P -2 18 inch 24.89 0.00 0.84 0.78 0.78 4.10 17.54 17.48 J -1 1.14 16.70 16.27 4.10 17.48 17.41 3.65 true P. 1 18 inch 52.63 0.00 1.20 1.10 1.10 0.83 8.00 17.41 17.31 0-1 16.21 15.29 8.00 17.31 16.12 6.86 false 0.83 0.83 8.00 16.121 16.12 Title: CLUBHOUSE APTS s: \342 -1\sd \line c.stm Project Engineer: Hayward Pardue 01/24/05 07:40:53 AM Haestad Methods In pardue Cornwell & associates StormCAD v4.1.1 [4.2014] ©, 7 Bro Ro ter T 06 A 75 Mofim Scenario: Base SUMMARY Label Section Size Length (ft) Bend Angle Depth In -Depth Upstream Downstream Total. Hydraulic Hydraulic Average Has (degrees) (ft) Out (ft) Invert Elevation Invert System Grade ' Grade Velocity Hydraulic Elevation Flow Line In _ Line Out (ft/s) Jump? (ft) (ft) (cfs) (ft) (ft) 1 -3 0.28 0.26 0.50 21.12 21.10 P -4 18 inch 80.75 0.00 0.26 0.48 20.84 19.43 0.50 21.10 19.91 1.73 true 1 -2 0.48 0.44 1.40 19.91 19.87 P -3 18 inch 157.36 0.00 0.44 0.64 19.43 16.70 1.40. 19.87 17.34 2.57 true 1-4 0.54 0.50 1.40 22.67 22.63 C -1 12 inch 76.05 0.00. 0.50 0.26 22.13 16.83 1.40 22.63 17.09 6.08 false 1 -5 0.50 0.46 1.20 21.59 21.55 C -2 12 inch 12.14 0.00 0.46 0.17 21.09 16.71 1.20 21.55 16.88 8.53 false 1 -1 0.64 0.60 2.50 17.34 17.30 P -2 18 inch 24.89 0.00 0.60 0.88 16.70 16.27 2.50 17.30 17.15 3.06 true J -1 0.94 0.87 5.10 17.15 17.08 P -1 18 inch 52.63 0.00 0.87 0.64 16.21 15.29 5.10 17.08 15.93 5.98 false O -1 0.64 0.64 5.10 15.93 15.93 Title: CLUBHOUSE APTS s: \342- 1 \sd \01good hydro \line c- g10.stm pardue Cornwell 8 associates Project Engineer: Hayward Pardue StormCAD v4.1.1 [4.2014] 01/24/05 08:47:24 AM o estad ds, I 7 Br "e Ro ater T 0 SA 3 -75 CATCH BASIN' &CHANNEL SIZING CALCULATIONS PARDU E, ,CORN WELL & ASSOCIATES, 1 5 1 KALMUS .DRIVE SUITE M -2 • COSTA MESA, C INC. A 926'26 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 CATCH BASIN CALCULATIONS CLUBHOUSE APARTMENTS LA QUINTA, CA .1 SUMP BASINS: Q = (3.087) (L) (H)siz USE (From "Green Book ") (ft) 6 INPUT: "Q" (cfs) 4 -j "H" = Max.. Allowable Ponding Depth (ft) 4 6 CONCENTRATION IW2O.f5 DING 4 POINT 122 2.09 4 142 2.20 a 262 0.11 1 6 332 1 6 0.35 1 JGRATED BASINS: Q. = (P) (3.0) (H)3/2 (From Bureau of Public Rds.) _ INPUT: "Q" (cfs) 'P" = Effective Perimeter of Basin (ft) (Assumes 50% clogging ONCENTRATION INLET Q1oo PERIMETER POINT 12 32 42 62 72 92 102 252 (cfs 2.5 0.7 0.7 2.1 0.. 7 0-.7 0.7 3.8 MLUW -BY BASINS: Q = (0.7) (L) (a + Y) 3 /2 (From "Green Book ") 'NPUT: "Q" (cfs) "a" = Gutter Depression (in) 12 12 12 12 12 12 12 12 A EFFECTIVE for 20% USE CIO in (ft) 6 1.32 4 M2.55 3.06 4 6 1.21 4 6 2.09 4 6 2.20 a A EFFECTIVE H (Calc'd) NO. OF PERIMETER (ft GRATES 6 0.27 1 6 0.11 1 6 0.11 1 6 0.24. 1 6 0.11 1 . 6 0.11 1 6 0.11 1 6 0.35 1 LINE NO. B D -1 B -1 C -2 C -1 vv vv �a v ivv MW 7 S: \193 -1 \cbcalcs.xls 4/28/2004 Worksheet ' Worksheet for Triangular Channel -' Project.Description Project File s: \342- 1 \sd \gutter.fm2 Worksheet FLOW DEPTH @.FLOW -BY CB Mannings Coefficient Flow Element Triangular Channel Channel Slope Method Manning's Formula Solve. For Channel Depth 1 •' AM Haestad.Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 Input Data Mannings Coefficient 0.015 Channel Slope 0.007100 ft/ft Left Side Slope 0.200000 H : V Right Side Slope 10:0000.00 H : V Discharge 2.10 cfs Results Depth 0.39 ft •. _' Flow Area Wetted Perimeter 0.79 4.35 ft2 ft Top Width 4.01 ft ' Critical Depth Critical Slope 0.40. ft 0.006240 ft/ft Velocity 2.67 fus Velocity.Head. 011 ft ' Specific Energy 0.50 ft Froude Number 1.06 Flow is supercritical. ._1 )4/28/04 02 •' AM Haestad.Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 HYDROLOGY REFERENCE DATA P A R D U E , C. O R N W E L L & A S S O C I A T. E S, I N C. 1 51 KALMUS DRIVE SUITE. M-2 • COSTA MESA, CA 92626 *PHONE. (71 4) 241 -3.400 - F4X (774) 24 7 -343 2 t EXISTING DRAINAGE _ PARDU E, CORNWELL & ASSOCIATES, INC. ('151 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 0 PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 j Xn. PARCEL MAPAQo o 14516 D D () } r 0 0 6� PROPOSED GpLF�COURSE 5 n d - - Xw - -- — - - - -- - i - - - - -- -- _ --------------- AVE N - - - - - -- -------- - - -- -- - -- _ - -v -- -- 1 z_ - - ' Xry J I\ r{. `�"t�'"`4 rX� \ r� —_ `�..,h�t -`� nu• i /7-" t x-, _z � W/ - r' a i >1 t 1� u. -A �. / / / N, // i'r - ., % / GRAPHIC SCALE &� � 150 0 75 150 300 IN FEET) 1 inch = 150 ft. PREPARED BY: / CITY OF LA QUINTA NC. f °IVE BL° ' ,. °�' CLUBHOUSE APARTMENTS _ 1 KAL 5 DRIVE BLDG. M, SI�J (C 0 5 z ES - EXISTING DRAINAGE EXHIBIT 600 JOB NO. 342 -1 Sht. 1 of 1 Q U xs O nnUL .2 w ,... Q'U 0 Cm w> Napo a a + a. ell � � 1 l / i >1 t 1� u. -A �. / / / N, // i'r - ., % / GRAPHIC SCALE &� � 150 0 75 150 300 IN FEET) 1 inch = 150 ft. PREPARED BY: / CITY OF LA QUINTA NC. f °IVE BL° ' ,. °�' CLUBHOUSE APARTMENTS _ 1 KAL 5 DRIVE BLDG. M, SI�J (C 0 5 z ES - EXISTING DRAINAGE EXHIBIT 600 JOB NO. 342 -1 Sht. 1 of 1 SANDFILTER SIZING CALCULATIONS PA.RDL7 E, CORNWELL & ASSOCIATES, INC. 1 51. KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • Iy -' PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 SANDFILTER SIZING CALCULATIONS The City of La Quinta design standard is based on single family homes. As a higher density Apartment site does not exactly equate to home sites, it will be assumed that a typical single family home site includes 2,000 SF of effective area contributing to ' nuisance flow. The formulas offered in the design standards have subsequently been converted as shown below. ' The area of contributing landscape areas for the proposed apartment project are summarized as follows. Note the landscape.area of the median in Ave 52 is also included. Retention Basin No. 1 Line A 47,556 SF ' Line C 19,736 SF Retention Basin No. 2 ' Line B 50,061 SF Line D 10,003 SF Calculation #I No. of Sandfilters = No. of homes /40 homes or No. of Sandfilters = Landscape area / 40 * 2,000 By inspection 1 sandfilter at each storm drain outlet point (4 total) will be sufficient as ' the contributing areas are less than 80,000 SF each. ' Calculation #2 Leach Line. Length = No. of homes x 1.91f/home (sandy soil) or Leach Line Length = landscape area x (1.9/2000) = landscape area x .0010 Leach line length (SD line A) = 48 FT ' Leach line length (SD line B) = 50 FT Leach line length (SD line A) = 20 FT Leach line length (SD line A) = 10 FT Note 50 ft has been provided at each storm drain outlet. 1 Basin Storage Data Shortcut Method Effective Rainfall Calculation P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 1 5, KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92526 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 Clubhouse Apartments RETENTION BASIN No. 1 DATA DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)" 0 56 0.00 3,189 0.000 1 57 0.09 4,059 0.081 2 58 0.21 4,997 0.100 3 59 0.35 6,004 0.120 4 60 0.51 7,081 0.142 5 61 0.70 8,153 0.163 " based on 1 in per hour (typical throughout) RETENTION BASIN No. 2 DATA based on 1 in per hour (typical throughout) �I DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)" 0 57 0.00 3,632 0.000 1 58 0.10 4,488 0.090 2 59 .0.23 5,402 0.108 3 60 0.37 6,375 0.128 4 61 0.54 7,406 0.148 ' 5 62 0.74 8,495 0.170 based on 1 in per hour (typical throughout) �I �l it r r� r � r r ■r r� �r r r r rr: rr rr r� rr rr Retention Basin NoA 100 yr 3 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 2.600 0.343 0.200 2.00 2.600 0.343 0.200 3.00 3.300 0.436 0.200 4.00 3.300 0.436 0.200 5.00 3.300 0.436 0.200 6.00 3.400 0.449 0.200 7.00 4.400 0.581 0.200 8.00 4.200 0.554 0.200 9.00 5.300 0.700 .0.200 10.00 5.100 0.673 0.200 11.00 6.400 0.845 0.200 12.00' 5.900 0.779 0.200 13.00 7.300 0.964 0.200 14.00 8.500 1.122 0.200 15.00 '14.100 1.861 0.200 1.6.00 14.100 1.861 0.200 17.00 3.800 0.502 0.200 18.00 2.400 0.317 0.200 2.748 100.000 0.280 0.006 Total Adjusted Rainfall (in) = 0.473 2.200 Unit time (min) = 0.280 10.000 Catchment Area (ac) = 0.645 5.500 *RCFC & WCD Hyd Manual Plate E -5.9 0.007 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.151 0.143 .0.788 0.011 0.000 0.000 0.011 0.151 0.143 0.788 0.011 0.190 0.004 0.007 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.191 0.236 1.296 0.018 0.190 0.004 0.014 0.197 0.249 1.368 0:019 0.230 0.005 0.014 0.255 0.381 2.094 0.029 0.230 0.005 0.024 0.243 0.354 1.949 0.027 0.230 0.005 0.022 0.307 0.500 2.748 0.038 0.280 0.006 0.032 0.296 0.473 2.603 0.036 0.280 0.006 0.030 0.371 0.645 3.546 0.049 0.330 0.007 0.042 0.342 0.579 3.183 0.044 0.330 0.007 0.037 0.423 0.764 4.200 0.058 0.370 0:008 0.050 0.493 0.922 5.071 0.070 0.370 0.008 0.062 0.817 1.661 9.137 0.126 0.370 0.008 0.118 . 0.817 1.661 9.137 0.126 0.370 0.008 0.118 0.220 0.302 1.659 0.023 0.250 0.005 0.018 0.139 0.117 0.642 0.009 0.250 0.005 0.004 Total Volume: 0.727 0.096 0.631 Note net volume less than basin capacity of 0.70 ac -ft I M- M, M M M M M M . =I==-= M M"M M M M M Retention Basin No. 1 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 -0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 r 0.200 23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 0.140 2.500 Unit time (min) = 0.280 15.000 Catchment Area (ac) = 0.158 5.500 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.075 0.095 0.525 0.011 0.000 0.000 0.011 0.083 0.107 0.586 0.012 0.190 0.004 0.008 0.092 0.118. 0.648 0.013 0.190 0.004 0.009 0.097 0.123 0.679 0.014 0.190 0.004. 0.010 0.105 0.135 0.740 0.015 0.190 ' 0.004 0.011 0.105 0.135 0.740 0.015 0.190 0.004 0.011 0.105 0.135 0.740 0.015 0.190 0.004 0.011 0.110 0.140 0.771 0.016 0.230 0.005 0.011 0.114 0.146 0.802 0.017 0.230 0.005 0.012 0.119 0.151 0.833 0.017 0.230 0.005 0.012 0.123 0.157 0.864 0.018 0.230 0.005 0.013 0.132 0.168 0.926 0.019 0.280 0.006 0.013 0.140 0.180 0.987 0.020 0.280 0.006 0.015 0.158 0.202 1.111 0.023 0.280 0.006 0.017 0.189 0.241 1.327 0.027 0.280 0.006 0.022 0.206 0.270 1.485 0.031 0.330 0.007 0.024 0.237 0.340 1.870 0.039 0.330 0.007 0.032 0.272 0.420 2.310 0.048 0.330 0.007 0.041 0.303 0.490 2.695 0.056 0.380 0.008 0.048 0.329 0.550 3.025 0.063 0.380 0:008 0.055 0.465 0.860 4.730 0.098 0.380 0.008 0.090 0.637 1.250 6.875 0.142 0.380 0.008 0.134 0.149 0.191 1.049 0.022 0.019 0.000 0.021 0.044 0.056 0.309 0.006 0.019. 0.000 0.006 Total Volume: 0.757 0.118 0.638 Note net volume less than basin capacity of 0.70 ac -ft IM M M M M M M M MM M M M =,m=== M Retention Basin No. 1 100 yr 24 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.200 0.054 0.200 0.024 0.030 0.165 0.014 0.000 0.000 0.014 2.00 1.300 0.059 0.200 0.026 0.033 0.179 0.015 0.000 0.000 0.015 3.00 1.800 0.081 0.200 0.036 0.045 0.248 0.020 0.190 0.016 0.005 4.00 2.100 0.095 0.200 0.042 0.053 0.289 0.024 0.190 0.016 0.008 5.00 2.800 0.126 0.200 0.056 0.070 0.385 0.032 0.190 0.016 0.016 6.00 2.900 0.131 0.200 0.058 0.073 0.399 0.033 0.230 0.019 0.014 7.00 3.800 0.171 0.200 0.076 0.095 0.523 0.043 0.230 0.019 0.024 8.00 4.600 0.207 0.200 0.092 0.115 0.633 0.052 0.230 0.019 0.033 9.00 6.300 0.284 0.200 0.126 0.158 0.866 0.072 0.380 0.031 0.040 10.00 8.200 0.369 0.200 0.164 0.205 1.128 0.093 0.380 0.031 0.062 11.00 7.000 0.315 0.200 0.140 0.175. 0.963 0.080 0.380 0.031 0.048 12.00 7.300 0.329 0-.200 0.146 0.183 1.004 0.083 0.380 0.031 0.052 13.00 10.800 0.486 0.200 0.216 0.270 1.485 0.123 0.380 0.031 0.091 14.00 11.400 0.513 0.200 0.228 0.285 1.568 0.130 0.330 0.027 0.102 15.00 10.400 0.468 0.200 0.208 0.260 1.430 0.118 0.330 0.027 0.091 16.00 8.500 0.383 0.200 0.170 0.213 1.169 0.097 0.330 0.027 0.069 17.00 1.400 0.063 0.200 0.028 01035 0.193 0.016 0.280 0.023 0.000 18:00 1.900 0.086 0.200 0.038 0.048 0.261 0.022 0.280 0.023 0.000 19.00 1.300 0.059 0.200 0.026 0.033 0.179 0.015 0.280 0.023 0.000 20.00 1.200 0.054 0.200 0.024 0.030 0.165 0.014 0.280 0.023 0.000 21.00 1.100 0.050 0.200 0.022 0.028 0.151 0.013 0.230 0.019 0.000 22.00 1.000 0.045 0.200 0.020 0.025 0.138 0.011 0.230 0.019 0.000 23.00 0.900 0.041 .0.200 0.018 0.023 0.124 0.010 0.190 0.016 -0.005 24.00 0.800 0.036 0.200 0.016 0.020 0.110 0.009 0.190 - 0.016 -0.007 Total Volume: 1.136 0.505 0.672 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Note net volume less than basin capacity of 0.70 ac -ft Catchment Area (ac) = 5.500 Retention Basin No. 2 900 yr 3 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 2.600 0.343 0.200 2.00 2.600 0.343 0.200 3.00 3.300 0.436 0.200 4.00 3.300 0.436 0.200 5.00 3.300 0.436 0.200 6.00 .3.400 0.449 0.200 7.00 4.400 0.581 0.200 8.00 4.200 0.554 0.200 9.00 5.300 0.700 0.200 10.00 5.100 0.673 0:200 11.00 6.400 0.845 0.200 12.00 5.900 0.779 0.200 13.00. 7.300 0.964 0.200 14.00 8.500 .1.122 0.200 15.00 14.100 1.861 0.200 16.00 14.100 1.861 0.200 17.00 3.800 0.502 0.200 18.00 2.400 0.317 0.200 2.818 100.000 0.280 0.006 Total Adjusted Rainfall (in) = 0.296 2.200 Unit time (min) = 0.280 10.000 Catchment Area (ac)' = 0.371 5.640 *RCFC & WCD Hyd Manual Plate E -5.9 0.330 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.151 0.143 0.808 0.011 0.000 0.000 0.011 0.151 0.143 0.808 0.011 0.200 0.004 0.007 0.191 0.236 1.329 0.018 0.200 0.004 0.014 0.191 0.236 1.329 0.018 0.200 0.004 0.014 0.191 0.236 1.329 0.018 0.200 0.004 0.014 0.197 0.249 1.403 0.019 0.230 0.005 0.015 0.255 0.381 2.148 0.030 0.230 0.005 0.025 0.243 0.354 1.999 0.028 0.230 0.005 0.023 0.307 0.500 2.818 0.039 0.280 0.006 0.033 0.296 0.473 2.669 0.037 0.280 0.006 0.031 0.371 0.645 3.637 0.050 0.330 0.007 0.043 0.342 0.579 3.264 0.045 0.330 0.007 0.038 0.423 0.764 4.307 0.059 0.390 0.008 0.051 0.493 0.922 5.200 0.072 0.390 0.008 0.064 0.817 1.661 9.369 0.129 0.390 0.008 0.121 0.817 1.661 9.369 0.129 0.390 0.008 0.121 0.220 0.302 1.701 0.023 0.250 0.005 0.018 0.139 0.117 0.659 0.009 0.250 0.005 0.004 Total Volume: 0.746 0.099 0.647 Note net volume less than basin capacity of 0.74 ac -ft Retention Basin No. 2 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.20'0 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 2.764 2.500 Unit time (min) = 0.049 15.000 Catchment Area (ac) = 0.390 5.640 Total Volume: 0.776 0.128 0.648 Note net volume less than basin capacity of 0.74 ac -ft Efective Rain Net (in /hr) 0.075 0.095 0.083 0.107 0.092 0.118 0.097 0.123 0.105 0.135 0.105 0.135 0.105 0.135 0.110 0.140 0.114 0.146 0.119 0.151 0.123 0.157 0.132 0.168 0.140 0.180 0.158 0.202 0.189 0.241 0.206 0.270 0.237 0.340 0.272 0.420 0.303 0.490 0.329 0.550 0.465 0.860 0.637 1.250 0.149 0.191 0.044 0.056 Total Volume: 0.776 0.128 0.648 Note net volume less than basin capacity of 0.74 ac -ft Inflow Outflow Net Volume Volume Volume Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.538 0.011 0.000 0.000 0.011 0.601 0.012 0.200 0.004 0.008 0.664 0.014 0.200 0.004 0.010 0.696 0.014 0.200 0.004 0.010 0.759 0.016 0.200 0.004 0.012 0.759 0.016 0.200 0.004 0.012 0.759 0.016 0.290 0.006 0.010 0.791 0.016 0.290 0.006 0.0110 0.823 0.017 0.290 0.006 0.011 0.854 0.018 0.290 0.006 0.012 0.886 0.018 0.290 0.006 0.012 0.949 0.020 0.290 0.006 0.014 1.012 0.021 0.290 0.006 0.015 1.139 0.024 0.290 0.006 0.018 1.360. 0.028 0.290 0.006 0.022 1.523 0.031 0.330 0.007 0.025 1.918 0.040 0.330 0.007 0.033 2.369 0.049 0.330 0.007 0.042 2.764 0.057 0.390 0.008 0.049 3.102 0.064 0.390 0.008 0.056 4.850 0.100 0.390 0.008 0.092 7.050 0.146 0.390 0.008 0.138 1.076 0.022 0.019 0.000 0.022 0.316 0.007 0.019 0.000 0.006 Total Volume: 0.776 0.128 0.648 Note net volume less than basin capacity of 0.74 ac -ft Retention Basin No. 2 100 yr 24 -hr Unit Time Pattern ' Rainfall Loss rate Outflow Period Percent" (in /hr) (in /hr) 1.00 1.200 0.054 0.200 0.024 2.00 1.300 0.059 0.200 0.026 3.00 1.800 0.081 0.200 0.036 4.00 2.100 0.095 0.200 0.042 5.00 2.800 0.126 0.200 .0.056 6.00 2.900 0.131 0.200 0.058 7.00 3.800 0.171 0.200 0.076 8.00 4.600 0.207 0.200 0.092 9.00 6.300, 0.284 0.200 0.126 10.00 8.200 .0.369 0.200 0.164 11.00 7.000 0.315 0.200 0.140 12.00 7.300 0.329 0.200 0.146 13.00 10.800 0.486 0.200 0.216 14.00 11.400 0.513 0.200 0.228 15.00 10.400 0.468 0.200 0.208 16.00 8.500 0.383 0.200 0.170 17.00 1.400 0.063 0.200 0.028 18.00 1.900 0.086 0.200 0.038 19.00 1.300 0.059 0.200 0.026 20.00 1.200 0.054 0.200 0.024 21.00 1.100 0.050 0.200 0.022 22.00 1.000 0.045 0.200 0.020 23.00 0.900 0.041 0.200 0.018 24.00 0.800 0.036 0.200 0.016 Total Adjusted Rainfall (in) = 0.030 4.500 0.014 Unit time (min) = 0.023 60.000 0.028 Catchment Area (ac) = 0.230 5.640 0.000 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.169 0.014 0.000 0.000 0.014 0.033 0.183 0.015 0.000 0.000 0.015 0.045 0.254 0.021 0.210 0.017 0.004 0.053 ' 0.296 0.024 0.210 0.017 0.007 0.070 0.395 0.033 0.210 0.017 0.015 0.073 0.409 0.034 0.250 0.021 0.013 0.095 0.536 0.044 0:250 0.021 0.024 0.115 0.649 0.054 0.250 0.021 0.033 0.158 0.888 0.073 0.340 0.028 0.045 0.205 1.156 0.096 0.340 0.028 0.067 0.175 0.987 0.082 0.390 0.032 0.049 0.183 1.029 0.085 0.390 0.032 0.053 0.270 1.523 0.126 0.390 0.032 0.094 0.285 1.607 0.133 0.390 0.032 0.101 0.260 1.466 0.121 0.390 0.032 0.089 0.213 1.199 0.099 0.390 0.032 0.067 0.035 0.197 0.016 0.390 0.032 0.000 0.048 0.268 0.022 0.280 0.023 0.000 0.033 0.183 0.015 0.280 0.023 0.000 0.030 0.169 0.014 0.280 0.023 0.000 0.028 0.155 0.013 0.230 0.019 0.000 '0.025 0.141 0.012 0.230 0.019 0.000 0.023 0.127 0.010 0.210. 0.017 -0.007 0.020 0.113 0.009 0.210 0.017 -0.008 Total Volume: 1.165 0.538 0.675 Note net volume less than basin capacity of 0.74 ac -ft r -' HYDROLOGY MAP PARDUE, COR'NWELL & ASS 151 KALMUS DR COSTA M DRIVE SUITE M-2 • D C I AT E S INC. ESA, CA 92626' • PHONE (71 4) 241 -3400 • FAX (71 4) 241 -3432 PID-ARCEL flap NOo 114516 PoMoBo 83/68 I I PROPOSED GOLF COURSE DEVELOPMENT - L�- - - - - - _--- - -_-- - - ---------- --- - 52nd AVENUE - - - - - - - /r ---- iTTT,TI- ---- -- l,.--- -TTlfi -- / >/ - - -- ----i- 17 ��� 18 -�9- 20 21 22 _ -� �2 ors' 24�� 25 I� 26 ------- - - - - r� -� -�✓ --- -- -- -- =- ---------- - -- - -- ----- ---- --- -- - - -- -- -' - -- - - - - -- I ice__' C_� J -- �� -_ -- - .0 25.07 0 34t 3 �� .5 1 0.64 i '� _ 42 Tc =8.53 20.8 L= 49' - - ---� - - - �- - - - - = 4Z�- - - - - -- --- - - - - -- - -- �. ---------- / .�777N T 0.38 / MF�l23.4, . SE. �, i \ t 1 ` 125.07 L= 04' III !;II \ ♦ FF =26.00 .54 13.94" ♦ - ' , / l ♦ o t „ r 12 07 Tc= 2, t 4 7 ✓ FF =26.00 f 51 ♦ , ell 1.8 2507 ♦` f / 4 . I j f ' i 32 ♦ ' `. r`' ` S> 00 FF =26. - - -? •,,`,, / 0.21 /�� �;'' cZ8�47, 22 9 � `,� ,�� �' •,\\'� ,' ' -0• `UJ j ,lu 14 ,-/a`,� ♦ POOL DECK =25115 `;r ' L- 50' yg `� /lot \ FF =26.4 > \ / . 0.9.::25 07 S a t L =13b .''` / � FF =26.00 pdp �` ♦ ..._ , / FF= 26.0`. / ♦" / r �\ ♦♦ Tc =6. 230 252 ♦♦ ' >/ / /� 96 f1 / 0.5 / 0.14 OF FF =26 00 , ''� .' '> / L =a 4 ~. L= 00' yo / .825.07 I 02 ` 4 c=8 7, 22.8 , / ♦ FF =26.5 ` 82 c= 10.14,21 71 ,. / ♦♦ - -; -62' / / FF =26.2 / ♦ /` ,16� . ♦'� / ,\ _._ �� - �/ ♦ / / / ., ,; .♦ FF =26.00 Tc =5.03, 17.26 92 OF n I - 8 25:07 .23 I / 0.58 ' :1 , • �" jc; 11.01, 1.4 252 _� 0.34 0.14 04 ' -4 0 I =93'� / `„ f L- / L- 103'' _ ­V' ♦FF =26.20 L. =14 L=1 / o= .725.07 FF =26.60 / `� i ! ,''' -1.0 ♦ ♦ �' Tc =500, r7.8 72 18'27 ..... '� I 5 � 1.6 2507 ,.. . amill \\\ 25.07 1 �� L =81' 0.86 L=361' _ 'i-25-07 32 Tc =986 17.17 1.7 L -� /14 ♦ ��\ r I� 07 ♦ I ?21 � 0 ,28 ♦ 1j56 0.7 25.07 12lk:6.4 6 'A 1 I i / 4 72507 32, 16.7 102 , / / Tc =10.13 15.51 i 225.07 BAS NTION IN #2 / Q TOTAL =l Z96cfs 8.4 BOTTOM '3.4 W.S.E. FILTERS III : , ,, •, OJ.2 52 I \ 232 / ♦ ( f 1'` , Tc =9.9 X17 !` '�. II ��\, , / F 5 7 4 ♦ , �' C= :92, .4 I ♦ 212 Q 18 ! ' ♦ FF =26.60 `.' I > r \ ♦ / �.�` I - .815.07 ♦ 6.56 ' ,' FF= 26.60/ ♦ �, 3 0 ,. r'!r ♦ / / 9.55 01 ,, L= 09/ °" ..2507 / ♦ �, =6 ' II // - f.. Tc j 22.8 22 // 31 / / FF =26.60 /{f • \ \ � , 0.16 ♦♦ L =131' / .0.15 ♦ �,�6 / / F=26.60 / , =0.7 25.07 R; v " ".- 0.5 ` Tc =595, 20.0 42 pO / 0.7 2 20 00 R; 7 0.2 Y Tc= 3, 20.5 25.00' `\ L= 35' V 6.5 7,, 22.9 /' `, ♦ �' v ...__ .. , U 25.07 'ti <\� i FF =27.00 a' 12 = 9.44 22.7 \O O ,5 0.75 �A "J b / ( IN FEET ) 1 inch = 50 ft. VICINITY MAP M.T.S.) LEGENL: SUBAREA ACREAGE-,,,, DISCHARGE AT NODE\ ZF.S. ELEVATION AT NODE 5.87 Q =13.41 46.5 L =498' Tc= 11.37, 42.3 62 NODE NUMBER FLOW PATH LENGTH / TIME OF CONCENTRATION/ \PIPE INVERT ELEVATION AT NODE THROUGH SUBAREA -- - - - - -- 42.3 62 - \PIPE NODE NUMBER \SUBAREA BOUNDARY PIPE INV AT NODE * FOR POND SIZING AND CAPACITY SEE REPORT PREPARED BY= 0 w .1 LL all SOC s� npin••rin Surve CALMj1 DRIVE BLDG. M, SIB COST . ESA, CALIF, 92 (714) :2 ,4 43�. RA CITY OF LA QUINTA CLUBHOUSE APARTMENTS INC. HYDROLOGY MAP a JOB NO, 342 -1 Sht.1 of 1 0 Lu � o 1 V oo ■ moo . Lu �j■ G Fol, 0 1 0 1 PID-ARCEL flap NOo 114516 PoMoBo 83/68 I I PROPOSED GOLF COURSE DEVELOPMENT - L�- - - - - - _--- - -_-- - - ---------- --- - 52nd AVENUE - - - - - - - /r ---- iTTT,TI- ---- -- l,.--- -TTlfi -- / >/ - - -- ----i- 17 ��� 18 -�9- 20 21 22 _ -� �2 ors' 24�� 25 I� 26 ------- - - - - r� -� -�✓ --- -- -- -- =- ---------- - -- - -- ----- ---- --- -- - - -- -- -' - -- - - - - -- I ice__' C_� J -- �� -_ -- - .0 25.07 0 34t 3 �� .5 1 0.64 i '� _ 42 Tc =8.53 20.8 L= 49' - - ---� - - - �- - - - - = 4Z�- - - - - -- --- - - - - -- - -- �. ---------- / .�777N T 0.38 / MF�l23.4, . SE. �, i \ t 1 ` 125.07 L= 04' III !;II \ ♦ FF =26.00 .54 13.94" ♦ - ' , / l ♦ o t „ r 12 07 Tc= 2, t 4 7 ✓ FF =26.00 f 51 ♦ , ell 1.8 2507 ♦` f / 4 . I j f ' i 32 ♦ ' `. r`' ` S> 00 FF =26. - - -? •,,`,, / 0.21 /�� �;'' cZ8�47, 22 9 � `,� ,�� �' •,\\'� ,' ' -0• `UJ j ,lu 14 ,-/a`,� ♦ POOL DECK =25115 `;r ' L- 50' yg `� /lot \ FF =26.4 > \ / . 0.9.::25 07 S a t L =13b .''` / � FF =26.00 pdp �` ♦ ..._ , / FF= 26.0`. / ♦" / r �\ ♦♦ Tc =6. 230 252 ♦♦ ' >/ / /� 96 f1 / 0.5 / 0.14 OF FF =26 00 , ''� .' '> / L =a 4 ~. L= 00' yo / .825.07 I 02 ` 4 c=8 7, 22.8 , / ♦ FF =26.5 ` 82 c= 10.14,21 71 ,. / ♦♦ - -; -62' / / FF =26.2 / ♦ /` ,16� . ♦'� / ,\ _._ �� - �/ ♦ / / / ., ,; .♦ FF =26.00 Tc =5.03, 17.26 92 OF n I - 8 25:07 .23 I / 0.58 ' :1 , • �" jc; 11.01, 1.4 252 _� 0.34 0.14 04 ' -4 0 I =93'� / `„ f L- / L- 103'' _ ­V' ♦FF =26.20 L. =14 L=1 / o= .725.07 FF =26.60 / `� i ! ,''' -1.0 ♦ ♦ �' Tc =500, r7.8 72 18'27 ..... '� I 5 � 1.6 2507 ,.. . amill \\\ 25.07 1 �� L =81' 0.86 L=361' _ 'i-25-07 32 Tc =986 17.17 1.7 L -� /14 ♦ ��\ r I� 07 ♦ I ?21 � 0 ,28 ♦ 1j56 0.7 25.07 12lk:6.4 6 'A 1 I i / 4 72507 32, 16.7 102 , / / Tc =10.13 15.51 i 225.07 BAS NTION IN #2 / Q TOTAL =l Z96cfs 8.4 BOTTOM '3.4 W.S.E. FILTERS III : , ,, •, OJ.2 52 I \ 232 / ♦ ( f 1'` , Tc =9.9 X17 !` '�. II ��\, , / F 5 7 4 ♦ , �' C= :92, .4 I ♦ 212 Q 18 ! ' ♦ FF =26.60 `.' I > r \ ♦ / �.�` I - .815.07 ♦ 6.56 ' ,' FF= 26.60/ ♦ �, 3 0 ,. r'!r ♦ / / 9.55 01 ,, L= 09/ °" ..2507 / ♦ �, =6 ' II // - f.. Tc j 22.8 22 // 31 / / FF =26.60 /{f • \ \ � , 0.16 ♦♦ L =131' / .0.15 ♦ �,�6 / / F=26.60 / , =0.7 25.07 R; v " ".- 0.5 ` Tc =595, 20.0 42 pO / 0.7 2 20 00 R; 7 0.2 Y Tc= 3, 20.5 25.00' `\ L= 35' V 6.5 7,, 22.9 /' `, ♦ �' v ...__ .. , U 25.07 'ti <\� i FF =27.00 a' 12 = 9.44 22.7 \O O ,5 0.75 �A "J b / ( IN FEET ) 1 inch = 50 ft. VICINITY MAP M.T.S.) LEGENL: SUBAREA ACREAGE-,,,, DISCHARGE AT NODE\ ZF.S. ELEVATION AT NODE 5.87 Q =13.41 46.5 L =498' Tc= 11.37, 42.3 62 NODE NUMBER FLOW PATH LENGTH / TIME OF CONCENTRATION/ \PIPE INVERT ELEVATION AT NODE THROUGH SUBAREA -- - - - - -- 42.3 62 - \PIPE NODE NUMBER \SUBAREA BOUNDARY PIPE INV AT NODE * FOR POND SIZING AND CAPACITY SEE REPORT PREPARED BY= 0 w .1 LL all SOC s� npin••rin Surve CALMj1 DRIVE BLDG. M, SIB COST . ESA, CALIF, 92 (714) :2 ,4 43�. RA CITY OF LA QUINTA CLUBHOUSE APARTMENTS INC. HYDROLOGY MAP a JOB NO, 342 -1 Sht.1 of 1