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HomeMy WebLinkAboutTract No. 16137 Hydrology Studye CONSULTING February 14, 2001 JN 15-100255 Yousuf Patanwala, P.E. City of Fontana 8353 Sierra Ave. Fontana, CA 92335 Subject: Tentative Tract Map 16137 Proposed Storm Drain and Sewer System (Revised) Dear Mr. Patanwala: Attached please find a preliminary hydrology/hydraulics analysis for Tentative Tract Map 16137. The existing drainage pattern is in a south-westerly direction across the site. The proposed design perpetuates the existing condition through a combination of surface and pipe flow. The attached hydrology analysis was prepared for the 100 year event. The results in the developed condition identify 62.28 cfs leaving the site. We have also included off -site storm flows from the north and west of the site and confluenced the flows at the intersection of Vine and Center Avenue (Sierra Lakes). This resulted in a Qioo of 120.95 CFS. The ultimate development will intercept these flows and outlet them into the existing Highland Channel via a 36" storm drain system extending westerly within an existing 50' right-of-way (Center Avenue) and southerly via a 48" storm drain within an existing 50' right-of-way (Vine Avenue) as shown on the attached exhibit and the Lyster Subdivision Map. The interim condition will consist of a detention basin within Lots 29-31 to detain the developed flows to a rate of 90% of the existing condition. The interim condition will also consist of the 36' storm drain system described above out -letting into Highland Channel. • PLANNING 5 DESIGN Ii CONSTRUCTION 27555 Ynez Road, Suite 4.00, Temecula, CA 92591-4679 n 909.676.8042 m Fax 909.676.7240 Offices located throughout California, Arizona & Nevada m www.RBF.com printed on recycled paper Yousuf Patanwala, P.E. February 14, 2001 Page 2 The proposed sewer system will consist of an 8" sewer main extending from Street "A" easterly in Sierra Lakes to Beech Avenue. This line will join the existing 15" sewer main in Beech Avenue. The anticipated peak flow rate from this subdivision is anticipated to be 101 gal/min. The attached exhibit illustrates the proposed sewer alignment along with pipe inverts. If you have any questions, please feel free to contact me. Sincerely, Michael A. Tylma Vice President, Civil Engineering Riverside Region MT/ta cc: Charles Rangel - Forecast Homes Ricardo Sandoval - City of Fontana H:\pdata\15100255\OFFICE\W PW IN\2551tr03.wpd **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-97 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/97 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 FILE NAME: TR16137.DAT TIME/DATE OF STUDY: 19:12 1/31/2001 100 Yp, E\iE11T DIA-.SITE USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*. *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) MODEL* MANNING FACTOR (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = .0 (FT*FT/S) **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.061 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.345 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = *************************** Fp (INCH/HR) 495.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 3.66 .75 LOSS RATE, Fp(INCH/HR) = 75 AREA FRACTION, Ap = .50 9.79 3.66 PEAK FLOW RATE(CFS) = 9.79 .50 56 13.06 ************************************************* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < »>(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 495.00 DOWNSTREAM ELEVATION(FEET) = 490.70 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 14 30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.167 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B .87 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .87 EFFECTIVE AREA(ACRES) = 4.53 AREA -AVERAGED Fp(INCH/HR) = .75 TOTAL AREA(ACRES) = 4.53 SUBAREA RUNOFF(CFS) = 2.19 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 11.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL . "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = ]** .20 13.061 3.345 Fp (INCH/HR) 495.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 1.47 .75 .50 56 13.06 LOSS RATE, Fp(INCH/HR) = .75 AREA FRACTION, Ap = .50 3.93 1.47 PEAK FLOW RATE(CFS) = 3.93 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 13.06 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.47 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL, INTENSITY(INCH/HR) = 3.779 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = J** .20 10.657 495.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 1.39 ._75 LOSS RATE, Fp(INCH/HR) = .75 AREA FRACTION, Ap = .50 4.26 1.39 PEAK FLOW RATE(CFS) = .50 56 10.66 4.26 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.39 TOTAL STREAM AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.26 ** CONFLUENCE DATA ** STREAM -Q Tc NUMBER (CFS) (MIN.) 1 3.93 13.06 2 4.26 10.66 Intensity (INCH/HR) 3.345 3.779 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .75( .37) .50 .75( .37) .50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO -CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 7.65 13.06 3.345 2 7.94 10.66 3.779 1.5 1.4 HEADWATER NODE 4.00 4.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE .75( .37) .50 2.9 4.00 .75( .37) .50 2.6 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.94 Tc(MIN.) = 10.66 EFFECTIVE AREA(ACRES) = 2.59 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.86 *********************************************************************** FLOW PROCESS FROM NODE 5:00 TO NODE 5.00 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.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.59 TOTAL STREAM AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 • **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 506.00 DOWNSTREAM(FEET) = 495.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.295 * 100 YEAR RAINFALL .INTENSITY(INCH/HR) = 3.650 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE . GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.41 .75 .50 56 11.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.11 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) 7.11 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 11.29 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.41 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7:11 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.65 13.06 3.345 .75( .37) .50 2.9 4.00 1 7.94 10.66 3.779 .75( .37) .50 2.6 4.00 2 7.11 11.29 3.650 .75( .37) .50 2.4 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.91 10.66 .3.779 .75( .37) .50 4.9 4.00 2 14.09 13.06 3.345 .75( .37) .50 5.3 4.00 3 14.96 11.29 3.650 .75( '.37) .50 5.1 6.00 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 14.96 EFFECTIVE AREA(ACRES) = 5.07 AREA -AVERAGED Fp(INCH/HR) = .75 TOTAL AREA(ACRES) = 5.27 AS FOLLOWS: Tc(MIN.) = 11.29 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Ap = .50 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 495.00 DOWNSTREAM ELEVATION(FEET) = 491.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 12.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.439 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B .16 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .16 SUBAREA RUNOFF(CFS) = .44 EFFECTIVE AREA(ACRES) = 5.23 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.4.3 PEAK FLOW RATE(CFS) = 14.96 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.67 FLOW VELOCITY(FEET/SEC.) = 3.94 DEPTH*VELOCITY(FT*FT/SEC.) = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 5.23 TOTAL STREAM AREA(ACRES) = 5.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.96 C.bk-i Fwei-te-G . 4=J7 4-t7;, **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 496.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.600 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.592 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) Fp (INCH/HR) 490.70 Ap SCS Tc (DECIMAL) CN (MIN.) 2.16 .75 LOSS RATE, Fp(INCH/HR) _ .75 AREA FRACTION, Ap = .50 6.26 2.16 PEAK FLOW RATE(CFS) = 6.26 .50 56 11.60 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 11.60 RAINFALL INTENSITY(INCH/HR) = 3.59 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.16 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6:26- ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 14.91 11.84 3.548 .75( .37) 1 14.09 14.26 3.173 .75( .37) 1 14.96 12.47 3.439 .75( .37) 2 6.26 11.60- 3.592 .75( .37) Ap Ae (ACRES) .50 5.0 .50 .50 .50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 21.08 11.84 3.548 2 20.92 12.47 3.439 3 19.53 14.26 3.173 4 21.06 11.60 3.592 Fp(Fm) (INCH/HR) .75( .37) .75( .37) .75( .37) .75( .37) 5.4 5.2 2.2 HEADWATER NODE 4.00 4.00 6.00 8.00 Ap Ae HEADWATER (ACRES) NODE .50 7.2 .50 7.4 .50 7.6 .50 7.1 4.00 6.00 4.00 8.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.08 Tc(MIN.) = 11.84 EFFECTIVE AREA(ACRES) = 7.18 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.59 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 7.18 TOTAL STREAM AREA(ACRES) = 7.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.08 CcDr-4 Z J to **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 493.50 DOWNSTREAM(FEET) = 490.70 Tc,= K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.485 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.333 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B .16 .75 .50 56 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = .57 TOTAL AREA(ACRES) = .16 PEAK FLOW RATE(CFS) = .57 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.33 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) _ -75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = .16 TOTAL STREAM AREA(ACRES) = .16 PEAK FLOW RATE(CFS) AT CONFLUENCE = .57 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.08 11.84 3.548 .75( .37) .50 7.2 4.00 1 20.92 12.47 3.439 .75( .37) .50 7.4 6.00 1 19.53 14.26 3.173 .75( .37) .50 7.6 4.00 1 21.06 11.60 3.592 .75( .37) .50 7.1 8.00 2 .57 8.48 4.333 .75( .37) .50 .2 9.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.52 11.60 3.592 .75( .37) .50 7.2 8.00 2 21.53 11.84 3.548 .75( .37) .50 7.3 4.00 3 21.36 12.47 3.439 .75( .37) .50 7.6 6.00 4 19.94 14.26 3.173 .75( .37) .50 7.8 4.00- 5 19:52 8.48 4.333 .75( .37) .50 5.3 9.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.53 Tc(MIN.) = 11.84 EFFECTIVE AREA(ACRES) = 7.34 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.75 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 7.34 TOTAL STREAM AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.53 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 3.17 EFFECTIVE AREA(ACRES) = 4.53 TOTAL AREA(ACRES) = 4.53 PEAK FLOW RATE(CFS) = 11.39 AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) = .01 AREA -AVERAGED Ap = .00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 3.17 AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) = .01 AREA -AVERAGED Ap = .00 EFFECTIVE STREAM AREA(ACRES) = 4.53 TOTAL STREAM AREA(ACRES) = 4.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.39 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 3:32 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = ..75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 • ELEVATION DATA: UPSTREAM(FEET) = 493.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ ]** .20 10.734 3.763 Fp (INCH/HR) 489.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 1.03 .75 LOSS RATE, Fp(INCH/HR) _ .75 AREA FRACTION, Ap = .50 3.14 1.03 PEAK FLOW RATE(CFS) = .50 56 10.73 3 .14 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 3.76 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.03 TOTAL STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 4.25 13.20 3.325 .75( .37) 2 3.14 10.73 3.763 .75( .37) Ap Ae HEADWATER (ACRES) NODE .50 1.6 11.00 .50 1.0 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 21.52 11.60 3.592 .75( .37) 1 21.53 11.84 3.548 .75( .37) 1 21.36 12.47 3.439 .75( .37) 1 19.94 14.26 3.173 .75( .37) 1 19.52 8.48 4.333 .75( .37) 2 11.39 14.30 3.168 .01( .00) (ACRES) .50 7.2 .50 7.3 .50 7.6 .50 7.8 .50 5.3 .00 4.5 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 28.77 8.48 4.333 .75( .25) 2 32.00 11.60 3.592 .75( .25) 3 32.09 11.84 3.548 .75( .25) 4 32.15 12.47 3.439 .75( .25) 5 31.31 14.26 3.173 .75( .24) 6 31.29 14.30 3.168 .75( .24) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.15 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED Fp(INCH/HR) = .75 TOTAL AREA(ACRES) = 12.28 Ap Ae (ACRES) .33 8.0 .33 10.9 .33 11.1 .33 11.5 .32 12.3 .32 12.3 Tc(MIN.) = 12.47 AREA -AVERAGED Fm(INCH/HR) = .25 AREA -AVERAGED Ap = .33 NODE 8.00 4.00 6.00 4.00 9.00 7.00 HEADWATER NODE 9.00 8.00 4.00 6.00 4.00 7.00 Cf ice{ F=L,O i-lce **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 490.70 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.15 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 13.73 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 10 » »>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 496.00 DOWNSTREAM(FEET) = 489.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.60 .75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.25 ]** .20 13.196 3.325 Fp (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) .50 56 13.20 STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 6.98 13.20 3.325 .75( .37) 2 7.11 10.73 3.763 .75( .37) Ap Ae HEADWATER (ACRES) NODE .50 2.6 11.00 .50 2.3 13.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.11 Tc(MIN.) = 10.73 EFFECTIVE AREA(ACRES) = 2.33 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.63 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 3.76 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.33 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 12.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 493.50 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.101 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.688 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 489.00 Ap SCS Tc (DECIMAL) CN (MIN.) .75 B 1.41 .75 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = .50 4.21 1.41 PEAK FLOW RATE(CFS) = 4.21 .50. 56 11.10 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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: = 11.10 = 3.69 .37 .75 TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH/HR) AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** 4.21 STREAM .Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.98 13.20 3.325 .75( .37) .50 2.6 11.00 1 7.11 10.73 3.763 .75( .37) .50 2.3 13.00 2 4.21 11.10 3.688 .75( .37) .50 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.27 10.73 3.763 .75( .37) .50 3.7 13.00 2 10.73 13.20 3.325 .75( .37) .50 4.0 11.00 3 11.30 11.10 3.688 .75( .37) .50 3.8 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.30 Tc(MIN.) = 11.10 EFFECTIVE AREA(ACRES) = 3.79 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.04 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 11..10 RAINFALL INTENSITY(INCH/HR) = 3.69 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.79 TOTAL STREAM AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.30 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 12.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 49500.000 DOWNSTREAM(FEET) = 487.00 ELEVATION DATA: UPSTREAM(FEET) _ Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.316 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.646 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.24 .75 '.50 56 11.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 6.60 TOTAL AREA(ACRES) = 2.24 PEAK FLOW RATE(CFS) = 6.60 **************************************************************************** FLOW PROCESS FROM NODE '12.00 TO NODE 12.00 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.) = 11.32 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.24 TOTAL STREAM AREA(ACRES) = 2.24 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 6.60 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 11.27 10.73 1 10.73 13.20 1 11.30 11.10 2 6.60 11.32 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 3.763 .75( .37) .50 3.7 3.325 .75( .37) .50 4.0 3.688 .75( .37) .50 3.8 3.646 .75( .37) .50 2.2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO . CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 17.75 10.73 3.763 2 17.85 11.10 3.688 3 16.68 13.20 3.325 4 17.83 11.32 3.646 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .75( .37) .50 5.8 .75( .37) .50 6.0 .75( .37) .50 6.3 .75( .37) .50 6.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.85 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 5.98 AREA -AVERAGED AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED TOTAL AREA(ACRES) = 6.28 HEADWATER NODE 13.00 11.00 14.00 15.00 HEADWATER NODE 13.00 14.00 11.00 15.00 11.10 Fm(INCH/HR) = .37 Ap = .50 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 490.50 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ )** .20 13.491 3.281 Fp (INCH/HR) 487.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 2.35 .75 LOSS RATE, Fp(INCH/HR) = -`.75 AREA FRACTION, Ap = .50 6.15 2.35 PEAK FLOW RATE(CFS) = .50 56 13.49 6.15 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.35 TOTAL STREAM AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 17.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 490.50 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.491 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 487.00 Ap SCS Tc (DECIMAL) CN (MIN.) B 1.20 .75 .50 56 13.49 LOSS RATE, Fp(INCH/HR) = .75 AREA FRACTION, Ap = .50 3.14 1.20 PEAK FLOW RATE(CFS) = 3.14 *************************************************-*************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 37 .75 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 6.15 13.49 3.281 .75( .37) 3.14 13.49' 3.281 .75( .37) 1 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 9.29 13.49 3.281 2 9.29 13.49 3.281 Ap Ae (ACRES) .50 2.3 .50 1.2 RATIO HEADWATER NODE • 16.00 18.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE .75( .37) .50 3.5 16.00 .75( .37) .50 3.5 18.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.29 Tc(MIN.) = 13.49 EFFECTIVE AREA(ACRES) = 3.55 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.55 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = •37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.55 TOTAL STREAM AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.29 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 12.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 11.10 RAINFALL INTENSITY(INCH/HR) = 3.69 EFFECTIVE AREA(ACRES) = 6.28 TOTAL AREA(ACRES) = 6.28 PEAK FLOW RATE(CFS) = AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) AREA -AVERAGED Ap = .00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. 17.85 _ .01 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 11.10 RAINFALL INTENSITY(INCH/HR) = 3.69 AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) = .01 AREA -AVERAGED Ap = .00 EFFECTIVE STREAM AREA(ACRES) = 6.28 TOTAL STREAM AREA(ACRES) = 6.28 PEAK`FLOW RATE(CFS) AT CONFLUENCE = 17.85 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 9.29 13.49 3.281 .75( .37) 1 9.29 13.49 3.281 .75( .37) 2 17.85 11.10 3.688. .01( .00) Ap Ae HEADWATER (ACRES) NODE .50 3.5 16.00 .50 3.5 18.00 .00 6.3 17.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 25.17 13.49 3.281 2 25.17 13.49 3.281 3 26.56 11.10 3.688 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 26.56 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED Fp(INCH/HR) = .74 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .75( .14) .18 9.8 .75( .14) .18 9.8 .74( .12) .16 9.2 HEADWATER NODE 16.00 18.00 17.00 AS FOLLOWS: Tc(MIN.) = 11.10 AREA -AVERAGED Fm(INCH/HR) = .12 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 9.83 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 26.56 11.10 3.688 .74( .12) 2 25.17 13.49 3.281 .75( .14) 3 25.17 13.49 3.281 .75( .14) ** MEMORY STREAM NUMBER 1 2 3 4 5 6 BANK # 1 CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 28.77 9.80 3.975 .75( .25) 32.00 12.86 3.376 .75( .25) 32.09 13.10 3.339 .75( .25) 32.15 13.73 3.246 .75( .25) 31.31 15.57 3.011 .75( .24) 31.2915.60 3.006 .75( .24) ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 56.70 11.10 3.688 2 57.29 13.49 3.281 3 57.29 13.49 3.281 4 54.10 9.80 3.975 5 57.53 12.86 3.376 6 57.49 13.10 3.339 7 57.04 13.73 3.246 8 54.32 15.57 3.011 9 54.26 15.60 3.006 TOTAL AREA(ACRES) = 22.11 Fp (Fm) (INCH/HR) .75( .18) .75( .19) .75( .19) .75( .18) .75( .19) .75( .19) .75( .19) ,75( .19) .75( .19) Ap Ae (ACRES) .16 9.2 .18 9.8 .18 9.8 HEADWATER NODE 17.00 18.00 16.00 Ap Ae HEADWATER (ACRES) NODE .33 8.0 9.00 .33 10.9 8.00 .33 11.1 4.00 .33 11.5 6.00 .32 12.3 4.00 .32 12.3 7.00 Ap Ae HEADWATER (ACRES) NODE 25 18.5 17.00 .26 21.2 18.00 .26 21.2 16.00 .25 16.1 9.00 .26 20.6 8.00 .26 20.8 4.00 .26 21.3 6.00 .26 22.1 4.00 .26 22.1 7.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.53 Tc(MIN.) = 12.862 EFFECTIVE AREA(ACRES) = 20.58 AREA -AVERAGED Fm(INCH/HR) = .19 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .26 TOTAL AREA(ACRES) = 22.11 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 12.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.376 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.23 .75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.32 AREA -AVERAGED Fm(INCH/HR) = .20 AREA -AVERAGED Ap = .27 PEAK FLOW RATE(CFS) = 62.28 SUBAREA AREA(ACRES) = • 1.23 EFFECTIVE AREA(ACRES) = 21.81 AREA -AVERAGED Fp(INCH/HR) = .75 TOTAL AREA(ACRES) = 23.34 Fp Ap SCS (INCH/HR) (DECIMAL) CN .50 56 .75 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 31 r » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) = 470.50 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 1440.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.13 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.28 PIPE TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 15.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.34 TC(MIN.) = 15.02 EFFECTIVE AREA(ACRES) = 21.81 AREA -AVERAGED Fm(INCH/HR)= .20 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .27 PEAK FLOW RATE(CFS) = 62.28 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.09 11.97 3.525 .75( .20) .26 17.4 9.00 2 61.88 13.26 3.315 .75( .20) .26 19.7 17.00 3 62.28 15.02 3.076 .75( .20) .27 21.8 8.00 4 62.22 15.26 3.047 .75( .20) .27 22.1 4.00 5 62.03 15.65 3.001 .75( .20) .27 22.4 16.00 6 62.03 15.65 3.001 .75( .20) .27 22.4 18.00 7 61.76 15:89 2.974 .75( .20) .27 22.6 6.00 8 59.00 17.74 2.784 .75( .20) .27 23.3 4.00 9 58.94 17.78 2.780 .75( .20) .27 23.3 7.00 END OF RATIONAL METHOD ANALYSIS • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-97 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/97 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 FILE NAME: 16137OFF.DAT TIME/DATE OF STUDY: 18:19 2/13/2001 Cp©`f2 aVENT orf-S/re USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = .0 (FT*FT/S) **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 848.00 ELEVATION DATA: UPSTREAM(FEET) = 1521.00 DOWNSTREAM(FEET) = 1505.00 Tc = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.769 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.391 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 10.00 .75 .50 56 12.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = ' 27.15 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 27.15 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 9 » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1505.00 DOWNSTREAM NODE ELEVATION(FEET) = 1487.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = .100 PAVEMENT LIP(FEET) = .010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .02000 MAXIMUM DEPTH(FEET)-= 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 8.61 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) _, 5.55 AVERAGE FLOW DEPTH(FEET) = .42 FLOOD WIDTH(FEET) = 36.38 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 14.93 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 21.02 EFFECTIVE AREA(ACRES) = 18.61 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 18.61 PEAK FLOW RATE(CFS) = 45.44 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .45 FLOOD WIDTH(FEET) = 39.16 FLOW VELOCITY(FEET/SEC.) = 5.79 DEPTH*VELOCITY(FT*FT/SEC) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 9 » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1487.00 DOWNSTREAM NODE ELEVATION(FEET) = 1475.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = .100 PAVEMENT LIP(FEET) = .010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.831 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 9.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55 50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.17 AVERAGE FLOW DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 45.94 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.32 TC(MIN.) = 17.25 SUBAREA AREA'(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 20.12 EFFECTIVE AREA(ACRES) = 27.71 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 27.71 PEAK FLOW RATE(CFS) = 61.27 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .54 FLOOD WIDTH(FEET) = 47.85 FLOW VELOCITY(FEET/SEC.) = 5.27 DEPTH*VELOCITY(FT*FT/SEC) = 2.84 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.25 RAINFALL INTENSITY(INCH/HR) = 2.83 AREA -AVERAGED Fm(INCH/HR) = .37 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 27.71 TOTAL STREAM AREA(ACRES) = 27.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.27 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 20.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< USER -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 15.02 RAINFALL INTENSITY(INCH/HR) = 3.08 EFFECTIVE AREA(ACRES) = 21.81 TOTAL AREA(ACRES) = 23.34 PEAK FLOW RATE(CFS) = AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) AREA -AVERAGED Ap = .00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. 62.28 _ .01 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.02 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED Fm(INCH/HR) = .00 AREA -AVERAGED Fp(INCH/HR) = .01 AREA -AVERAGED Ap = .00 EFFECTIVE STREAM AREA(ACRES) = 21.81 TOTAL STREAM AREA(ACRES) = 23.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.28 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 61.27 17.25 2.831 .75( .37) 2 62.28 15.02 3.076 .01( .00) Ap Ae (ACRES) .50 27.7 .00 21.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 118.58 17.25 2.831 2 120.95 15.02 3.076 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .75( .21) .28 49.5 .75( .20) .26 45.9 HEADWATER NODE 30.00 60.00 HEADWATER NODE 30.00 60.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 120.95 Tc(MIN.) = 15.02 EFFECTIVE AREA(ACRES) = 45.94 AREA -AVERAGED Fm(INCH/HR) = .20 AREA -AVERAGED Fp(INCH/HR) =. .75 AREA -AVERAGED Ap = .26 TOTAL AREA(ACRES) = 51.05 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1465.50 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.53 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.95 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 16.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 51.05 EFFECTIVE AREA(ACRES) = 45.94 AREA -AVERAGED Fp(INCH/HR) = .75 PEAK FLOW RATE(CFS) = 120.95 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 120.95 16.05 2.956 2 118.58 18.29 2.733 TC(MIN.) = 16.05 AREA -AVERAGED Fm(INCH/HR)= .20 AREA -AVERAGED Ap = .26 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .75( .20) .26 45.9 .75( .21) .28 49.5 HEADWATER NODE 60.00 30.00 END OF RATIONAL METHOD ANALYSIS r L- 2+ 23 BLnc,( 22 9Yo 8. 21 2S 26 27 28 PrcT &t 20 tS 29 ao 9i . ER'S t9 %Igz/ VJOY O or rNE /60, "eWES or r t socrr' E r') j$or S.Ec. 26 r./ncf1.'6N! s.s, or: qv,/ q //t4 Co, Cr4/;11. J977Tedr.1,S, r eig.,€ Inv- by s597E zvtae, ��f 7 .... rxfs c fvat rka nw..t" ., lTfn[n � .JgrMnsiaa_ n .wrriee��eg�,-6wSXg�rae rt...yveTa� roraTe Q. Z Pr4o 7*ertwo? ,,{ ) 1. ,,a1.�' . llr +-337 P 02/03 -a9i 0.16 c pcPutia Stt-i ALEQ i STIERRir 91 5. W 77 76 75 110.0 4 a„ n„ , vo in nr, E. uo• 0,013 t .,a. 5 mar .rok �dl \ .00 .uw .. 41 ,a,r EXf-H'3i r 30 23 29 28 27 26 02 w -Z it) l-tc-ite- , eFr rE e.6.7( Acre, oc:r JrE SUBAREA TO DRAIN TO "A" ON HIGH ND CHANNEL 9 -to krze. f4C0S,r5 !Nu: (01,2.-? c-es 11••••••• ./oNarro. 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