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HomeMy WebLinkAboutTract No. 14274 and 14274-1 Hydrology StudyHall & Foreman, Inc. A Civil Engineering • Planning • Surveying • Public Works HYDROLOGIC AND HYDRAULIC REPORT FOR TRACTS 14274 AND 14274-1 HUNTERS RIDGE, FONTANA, CA. Prepared under the supervision of : John Curt Hogan R.C.E. No. 26229 Exp. 3-31-94 January 31, 1994 13821 Newport Avenue, Suite 200 Tustin, California 92680-7803 Tel 714/544-3404 Fax 714/544-3155 14 jgda2,wti. CONTENTS NARRATIVE 10 YEAR HYDROLOGY 25 YEAR HYDROLOGY 100 YEAR HYDROLOGY STREET CAPACITY CALCULATIONS HYDRAULIC GRADE LINE CALCULATIONS CATCH BASIN SIZING 4439,40.., NARRATIVE '-'11MI ,-..-- -_ -_ „ - ... - -- ,.-111111 r-N1111 -MIN ..-_ - -- ._ - -MN AM -MIMI NARRATIVE This report presents 25 year and 100 year hydrology for Tract No. 14274 (subd. Tract 13750, Lot 7, Fontana, Ca.). OFF -SITE FLOW CONTRIBUTION Storm water discharge through the subdivision originates off -site and approaches the tract from the north east. Upon its arrival at the tract's northeast corner, the flow splits and continues to travel westerly and southerly along the tract boundary to separate collection locations. The figures that follow illustrate the off -site tributary areas, flow patterns, discharge rates and collection points. They were adapted for use herein from a report prepared by Integra Engineering entitled "HYDROLOGY/HYDRAULIC CALCULATIONS FOR TRACTS 14274-1 AND 14274" dated January, 1991. In Figure One, note that off -site flow originates at node one and travels to node three where it enters an improved concrete brow ditch for ultimate discharge into the existing Hawker -Crawford Channel. In Figure Two, off -site flow originates at node one and travels to node five where it is collected for conveyence through the tract via a storm drain located in "D" street. ON -SITE FLOW CONTRIBUTION All runoff generated within the tract is collected and discharged through the "D" street storm drain which is connected the Hawker -Crawford Channel. The roadway connecting "D" street to Bridlepath Drive serves as an emergency storm water overflow for the tract. DESIGN PARAMETERS Local streets were allowed to flow to the top of curb under a 10 year storm and to the right-of-way line for a 100 year storm. Catch basins were sized for a 10 year storm with connector pipes and main lines based on the 100 year storm. The hydraulic grade line for the storm drain system was calculated using the AES water surface program based on the Los Angeles County Department of Public Works criterion. Catch basins were sized using the depth of flow calculated by "Hele2" and the U.S. Bureau of Public Roads nomograph for "Capacity of Curb Opening Inlets". 44.5q,61.0ti 1 (D1615.0 1593.0 L HAYKER/CRAYFORD C IAMIEL ��� TR• 14274 AU SCALE 1565.0 C.B. PICKUP 025 • 26. 1 C.F. S. 0100 - 40.2 C.F.S. F[G-uRE oNE OFF-5176- FLOW AT Not HE1ZLy TR4c-r souvoArL' i TR 142,14 4 • � .q. • • •;• • o0 152. CFS F16-L Z TWO OFF -Sr PUMA) 4r EASTEgLy TXAcr &OUM9A-E7 HYDROLOGY INN NEL I= MI Ell INN NMI NM NM MN INN_ INN INN NM NEI , MN INN 11111111111111111 1111111111111 MO V111MI I1M11I11MIII11 MIIIIIM11111111111I11111I11111111IIIII111I111111111 111I111111111111MII111111111111II111I111111111111111111111111MI11111111111111111I11111U1111111111I1111I1IM1111111I11111111111111111111111111111111IIIII 1111111111111111111111111111111 `` ... _--S _ z S m r m c) m z Wu11:11111111I1111111111111111111111M11111nMI1MIMMnpn,MMUMU IWIM I. Mn I IIIn11I1I1111111111110.1111111I1MMMMM111umI111111111111111mI11m111IIIIm1111111 M01MIMM1 MIMM 1111111111111111111III11111111111111I1111IIll M1MMIMM M1MMMMNIMMIMIIMMIMMIMM 11111111111111111111111111111111111111111111111111111111111111 11111111111111111111111 1111111R 111 MIMM MIL :IMM1MMPoMINIMM111MMIMMM 10011Mt MMIMMMYI1 . .... ....... ... ........ .... 14141,11.11111.141.111 UUIWUUWUUUIUI II 1111111111 11111IIIIn1 I I I mnnnnunnuunuu 1 i i RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680-7803 714/544-3404 ************************** DESCRIPTION OF STUDY * TRACT 15591 HYDROLOGY ANALYSIS - 100 YEAR FREQ. * IN HUNTER'S RIDGE CITY OF FONTANA COUNTY OF SAN BERNARDINO * FOR MET. DEV. CO. * FILE NAME: 15591.DAT TIME/DATE OF STUDY: 12: 1 9/28/1993 * 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 = .02 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .950 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .6000 ****„******************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 21.84 TC(MIN.) = .389*[(1000.00** 3.00)/( 21.84)]** .20 = 13.246 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.961 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.29 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 8.29 **************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 61.01 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.95 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY = 1.87 STREET FLOW TRAVEL TIME(MIN.) = 2.22 TC(MIN.) = 15.46 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.610 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.34 EFFECTIVE AREA(ACRES) = 4.55 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 12.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY = 2.02 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 61.01 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.42 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 17.49 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.352 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 5.24 EFFECTIVE AREA(ACRES) = 6.58 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 16.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY = 1.24 ********************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.98 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 17.58 FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION(FEET) = 50.60 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 1.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.98 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 17.59 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.59 RAINFALL INTENSITY(INCH/HR) = 3.34 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.98 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 • INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 18.28 TC(MIN.) = .389*[( 880.00** 3.00)/( 18.28)]** .20 = 12.713 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.059 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.46 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 7.46 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 60.70 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.50 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 2.06 TC(MIN.) = 14.77 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.710 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.06 EFFECTIVE AREA(ACRES) = 3.72 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 10.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 4.47 DEPTH*VELOCITY = 1.92 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 60.70 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *-'TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.16 1 ***STREET FLOW SPLITS OVER STREET -CROWN"' FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 1.96 SPLIT DEPTH(FEET) = .49 SPLIT FLOOD WIDTH(FEET) = 16.50 SPLIT FLOW(CFS) = 5.43 SPLIT VELOCITY(FEET/SEC.) = 1.87 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 16.64 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.454 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 4.74 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) = 12.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY = 1.02 ****** ***************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.63 FLOW LENGTH(FEET) = 15.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.67 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 16.68 *** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = .8 UPSTREAM NODE ELEVATION(FEET) = 48.87 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 16.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.67 TRAVEL TIME(MIN.) = .35 TC(MIN.) = 17.03 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 3.41 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 4.74 TOTAL STREAM AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 29.37 17.59 3.341 .97 .50 .49 11.32 2 29.49 17.03 3.406 .97 .50 .49 11.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.49 Tc(MIN.) = 17.032 EFFECTIVE AREA(ACRES) = 11.11 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.32 *********** FLOW PROCESS FROM NODE 16.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.4 UPSTREAM NODE ELEVATION(FEET) = 48.85 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 154.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.49 TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 18.90 FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< *********************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 502.00 UPSTREAM ELEVATION(FEET) = 82.81 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 12.38 TC(MIN.) = .389*[( 502.00** 3.00)/( 12.38)]** .20 = 9.814 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.741 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 6.47 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 283.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = . 15.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DEPTH&VELOCITY = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 11.30 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.356 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .96 SUBAREA RUNOFF(CFS) = 3.34 EFFECTIVE AREA(ACRES) = 2.65 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 9.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY = 1.52 ******************** **** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.97 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.75 SPLIT DEPTH(FEET) = .31 SPLIT FLOOD WIDTH(FEET) = 8.98 SPLIT FLOW(CFS) = 1.74 SPLIT VELOCITY(FEET/SEC.) = 1.88 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 2.11 TC(MIN.) = 13.42 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.930 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 3.47 EFFECTIVE AREA(ACRES) = 3.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 11.69 'END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.34 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 3.93 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.77 TOTAL STREAM AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.69 *********************************************** *** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 UPSTREAM ELEVATION(FEET) = 82.31 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 11.88 TC(MIN.) = .389*[( 445.00** 3.00)/( 11.88)]** .20 = 9.205 100 YEAR RAINFALL 1NTENSITY(INCH/HR) = 4.927 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.12 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 5.12 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.54 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 10.63 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.520 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .78 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 2.06 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 7.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY = 1.33 ***************** ***k************* FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.47 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET)=18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.51 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 12.23 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.156 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .62 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 2.68 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY = 1.35 ***************** ****************************** FLOW PROCESS FROM NODE 34.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.47 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 36.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.87 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = .97 PRODUCT OF DEPTH&VELOCITY = .54 STREET FLOW TRAVEL TIME(MIN.) = .62 TC(MIN.) = 12.85 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.034 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .03 EFFECTIVE AREA(ACRES) = 2.69 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = .96 DEPTH*VELOCITY = .54 1 1 i I 1 1 1 1 I I ********************Or ************ ******************************* FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 12.85 RAINFALL INTENSITY(INCH/HR) = 4.03 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 20.29 13.42 3.930 .97 .50 .49 6.46 2 20.38 12.85 4.034 .97 .50 .49 6.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.38 Tc(MIN.) = 12.846 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.46 ****** ******************** FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.45 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.40 STREET FLOW MODEL RESULTS: r STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.61 PRODUCT OF DEPTH&VELOCITY = 3.11 STREET FLOW TRAVEL TIME(MIN.) = .05 TC(MIN.) = 12.90 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.025 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .03 EFFECTIVE AREA(ACRES) = 6.31 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.47 PEAK FLOW RATE(CFS) = 20.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET/SEC.) = 6.61 DEPTH*VELOCITY = 3.11 *********************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ****************************** ***************************** FLOW PROCESS FROM NODE 11.00 TO NODE 42.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 226.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 87.00 ELEVATION DIFFERENCE(FEET) = 3.88 TC(MIN.) = .389*[( 226.00** 3.00)/( 3.88)]** .20 = 7.667 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.498 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.39 TOTAL AREA(ACRES) = .53 PEAK FLOW RATE(CFS) = 2.39 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 _ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.62 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY = .94 STREET FLOW TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 8.91 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.024 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 2.45 EFFECTIVE AREA(ACRES) = 1.13 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 4.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.08 ************ **** ********************* FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.59 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.68 _.. AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 12.76 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.050 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.67 SUBAREA RUNOFF(CFS) = 11.77 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 15.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.74 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 2.27 *** *******************************«,tom. t,t,t ************ FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 65.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.50 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.92 SPLIT DEPTH(FEET) = .31 SPLIT FLOOD WIDTH(FEET) = 8.98 SPLIT FLOW(CFS) = 2.35 SPLIT VELOCITY(FEET/SEC.) = 2.54 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.90 STREET FLOW TRAVEL TIME(MIN.) = .28 TC(MIN.) = 13.04 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.998 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .06 SUBAREA RUNOFF(CFS) = .19 EFFECTIVE AREA(ACRES) = 4.86 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 15.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY = 1.90 ***************************************** ******************* FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 35.76 13.04 3.998 .97 .50 .49 11.21 2 35.73 12.90 4.025 .97 .50 .48 11.12 3 35.35 13.47 3.922 .97 .50 .49 11.33 TOTAL AREA = 11.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.76 Tc(MIN.) = 13.039 EFFECTIVE AREA(ACRES) = 11.21 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.33 ************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 63.56 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 35.98 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 2.37 STREET FLOW TRAVEL TIME(MIN.) = .49 TC(MIN.) = 13.53 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.911 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .14 SUBAREA RUNOFF(CFS) = .43 EFFECTIVE AREA(ACRES) = 11.35 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) = 35.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 2.35 ***************** ************ FLOW PROCESS FROM NODE 46.00 TO NODE 56.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 58.09 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = _ 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.76 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 13.58 ****************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEIVTRATION(MIN.) = 13.58 RAINFALL INTENSITY(INCH/HR) = 3.90 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 11.35 TOTAL STREAM AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.76 ************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 1 1 1 1 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 87.00 ELEVATION DIFFERENCE(FEET) = 7.44 TC(MIN.) = .389*[( 350.00** 3.00)/( 7.44)]** .20 = 8.751 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.079 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.72 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.77 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 9.95 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.701 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .55 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 1.45 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) = 5.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY = 1.16 *********************** ***** *** ************************ FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 1005.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.49 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY = 1.89 STREET FLOW TRAVEL TIME(MIN.) = 4.00 TC(MIN.) = 13.95 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.839 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) = 11.95 EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.41 PEAK FLOW RATE(CFS) = 16.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.47 DEPTH*VELOCITY = 2.17 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 188.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.29 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.68 SPLIT DEPTH(FEET) = .39 SPLIT FLOOD WIDTH(FEET) = 11.50 SPLIT FLOW(CFS) = 4.68 SPLIT VELOCITY(FEET/SEC.) = 3.10 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY = 1.91 STREET FLOW TRAVEL TIME(MIN.) = .85 TC(MIN.) = 14.80 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.705 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .66 SUBAREA RUNOFF(CFS) = 1.91 EFFECTIVE AREA(ACRES) = 6.07 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.07 PEAK FLOW RATE(CFS) = 17.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW_VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY = 1.91 A***.,*****************Or******************* ******.**.******************** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.7 UPSTREAM NODE ELEVATION(FEET) = 58.59 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = 47.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.59 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 15.01 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 15.01 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.07 TOTAL STREAM AREA(ACRES) = 6.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 52.73 13.44 3.926 .97 .50 .48 16.69 2 52.81 13.58 3.901 .97 .50 .49 16.84 3 52.57 14.02 .3.828 .97 .50 .49 17.14 4 51.31 15.01 3.674 .97 .50 .48 17.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.81 Tc(MIN.) = 13.584 EFFECTIVE AREA(ACRES) = 16.84 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.54 ***********.***************************.,t****** ********** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 55.40 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 58.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.81 TRAVEL TIME(MIN.) = .16 TC(MIN.) = 13.74 ********** in** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 79.40 13.60 3.898 .97 .50 .49 24.69 2 79.57 13.74 3.874 .97 .50 .49 24.92 3 79.59 14.18 3.803 .97 .50 .49 25.47 4 78.91 15.17 3.651 .97 .50 .49 26.46 5 73.49 18.90 3.200 .97 .50 .48 28.65 6 72.48 19.45 3.145 .97 .50 .48 28.86 TOTAL AREA = 28.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 79.59 Tc(MIN.) = 14.175 EFFECTIVE AREA(ACRES) = 25.47 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 28.86 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.8 UPSTREAM NODE ELEVATION(FEET) = 48.32 DOWNSTREAM NODE ELEVATION(FEET) = 47.48 FLOW LENGTH(FEET) = 215.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.59 TRAVEL TIME(MIN.) = 1.96 TC(MIN.) = 16.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.86 TC(MIN.) = 16.13 EFFECTIVE AREA(ACRES) = 25.47 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 79.59 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 79.40 15.56 3.596 .97 .50 .49 24.69 2 79.57 15.70 3.576 .97 .50 .49 24.92 3 79.59 16.13 3.518 .97 .50 .49 25.47 4 78.91 17.13 3.394 .97 .50 .49 26.46 5 73.49 20.90 3.012 .97 .50 .48 28.65 6 72.48 21.46 2.965 .97 .50 .48 28.86 END OF RATIONAL METHOD ANALYSIS 1111111111111111111111111M 11111111111111111111111111I .m W•• ............................. .. • MI1111111111111111 1111111111 11111111111111111111111111 111111111111 11111111111111111111111111111111111111111111111111111 111111111111 11111111111111111111111111111111111111111111111111111111111 111111111111111111111111111111111 11111 11444141111411111114111 11/111111111, 1/1.1W1i IMMK•114 1/1111111 1.111111111 W I .................................................... 11111111111 1111111111111 11111111 111111111111111 ..... - 44414122.1.23 11 111111111111111111311111111111111111111111111111111111111111111111111111111111111111111 11111 1111411111111 NNW v4:_, ........................................ ?mon wwwommtmo ImminimmillimilM11111111111111011111111111111111111M.1111111111 1111111M.111111111111111M1M1,11111111111mmilw,,, .. LJJ -J % % 41 4.44 • •••• 01111111111111111111111111111111 .o -m immo --smo 1aim min -no rIMII •• -OM 1= -- NM-- MN =I **************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680-7803 714/544-3404 DESCRIPTION OF STUDY ************************** * TRACT 15591 HYDROLOGY ANALYSIS - 25 YEAR FREQ. * IN HUNTER'S RIDGE CITY OF FONTANA COUNTY OF SAN BERNARDINO * FOR MET. DEV. CO. *** ***************************** FILE NAME: 591025.DAT TIME/DATE OF STUDY: 12:55 9/28/1993 * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: — *TIME -OF -CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .02 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .950 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR)= 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1850 SLOPE OF INTENSITY DURATION CURVE = .6000 *************************************************** *** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 21.84 TC(MIN.) _ .389*[(1000.00** 3.00)/( 21.84))** .20 = 13.246 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.933 SOIL CLASSIFICATION IS "A" • RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 5.84 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 61.01 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.68 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF DEPTH&VELOCITY = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 2.42 TC(MIN.) = 15.66 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.653 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.71 EFFECTIVE AREA(ACRES) = 4.55 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 8.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY = 1.64 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 61.01 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.68 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.12 SPLIT DEPTH(FEET) = .42 SPLIT FLOOD WIDTH(FEET) = 13.25 SPLIT FLOW(CFS) = 3.42 SPLIT VELOCITY(FEET/SEC.) = 1.76 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 17.71 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.464 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 3.62 EFFECTIVE AREA(ACRES) = 6.58 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 11.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY = 1.10 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.72 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 17.81 ***************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 50.60 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 1.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.72 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 17.81 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.81 RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.72 ************** *** ********* *************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 18.28 TC(MIN.) = .389*[( 880.00** 3.00)/( 18.28)]** .20 = 12.713 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.007 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 1 SUBAREA RUNOFF(CFS) = 5.27 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 5.27 **************** *********************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 60.70 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.68 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.93 PRODUCT OF DEPTH&VELOCITY = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 2.20 TC(MIN.) = 14.91 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.732 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 3.72 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 7.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY = 1.59 *********************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 60.70 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.47 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 1.96 SPLIT DEPTH(FEET) = .37 SPLIT FLOOD WIDTH(FEET) = 10.50 SPLIT FLOW(CFS) = 1.74 SPLIT VELOCITY(FEET/SEC.) = 1.35 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 16.78 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.545 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 4.74 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) = 8.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY = 1.02 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.63 FLOW LENGTH(FEET) = 15.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.79 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 16.82 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< i i 1 1 1 1 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = .7 UPSTREAM NODE ELEVATION(FEET) = 48.87 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 16.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.79 TRAVEL TIME(MIN.) = .38 TC(MIN.) = 17.20 ********** ******************* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.20 RAINFALL INTENSITY(INCH/HR) = 2.51 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 4.74 TOTAL STREAM AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 20.29 17.81 2.456 .97 .50 .49 11.32 2 20.41 17.20 2.508 .97 .50 .49 11.09 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.41 Tc(MIN.) = 17.204 EFFECTIVE AREA(ACRES) = 11.09 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.32 ************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< i DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.3 UPSTREAM NODE ELEVATION(FEET) = 48.85 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 154.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.41 TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 19.25 ******...«, .****************** *** ******** FLOW PROCESS FROM NODE ' 57.00 TO NODE 57.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 502.00 UPSTREAM ELEVATION(FEET) = 82.81 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 12.38 TC(MIN.) = .389*[( 502.00** 3.00)/( 12.38)]** .20 = 9.814 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.512 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 4.60 ************ ***** ************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 283.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.78 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 11.42 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.206 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .96 SUBAREA RUNOFF(CFS) = 2.35 EFFECTIVE AREA(ACRES) = 2.65 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 6.49. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY = 1.25 ********************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.70 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 13.61 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.885 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 3.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 8.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY = 1.24 ********************** ************* ****AAAl****i***** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 13.61 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.77 TOTAL STREAM AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.14 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K"[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 UPSTREAM ELEVATION(FEET) = 82.31 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 11.88 TC(MIN.) = .389*[( 445.00** 3.00)/( 11.88)]** .20 = 9.205 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 3.65 ********** **** ******* FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.64 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 10.70 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.335 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .78 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 2.06 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 5.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY = 1.12 ****t##i*******************..******************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.47 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.00 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 12.46 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .62 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 2.68 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) = 6.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY = 1.14 FLOW PROCESS FROM NODE 34.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.47 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 36.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.18 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = .80 PRODUCT OF DEPTH&VELOCITY = .41 STREET FLOW TRAVEL TIME(MIN.) = .75 TC(MIN.) = 13.21 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.938 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .02 EFFECTIVE AREA(ACRES) = 2.69 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 6.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = .79 DEPTH*VELOCITY = .41 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 13.21 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE 1" Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 14.18 13.61 2.885 .97 .50 .49 6.46 2 14.25 13.21 2.938 .97 .50 .49 6.35 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.25 Tc(MIN.) = 13.214 EFFECTIVE AREA(ACRES) = 6.35 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.46 *********************** FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.45 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.26 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.90 PRODUCT OF DEPTH&VELOCITY = 2.53 STREET FLOW TRAVEL TIME(MIN.) = .06 TC(MIN.) = 13.27 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .02 EFFECTIVE AREA(ACRES) = 6.36 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.47 PEAK FLOW RATE(CFS) = 14.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 5.89 DEPTH*VELOCITY = 2.53 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 42.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY -RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 226.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 87.00 ELEVATION DIFFERENCE(FEET) = 3.88 TC(MIN.) = .389*[( 226.00** 3.00)/( 3.88)]** .20 = 7.667 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.072 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = .53 PEAK FLOW RATE(CFS) = 1.71 ************* *************£.****************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.57 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY = .80 STREET FLOW TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 9.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.699 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 1.74 EFFECTIVE AREA(ACRES) = 1.13 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 3.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY = .90 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 - »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 1 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.39 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 4.23 TC(MIN.) = 13.23 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.936 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.67 SUBAREA RUNOFF(CFS) = 8.10 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) =. .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 10.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.68 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY = 1.81 ******,*.********Inin.****.**.***.********************.****,***** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 65.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.65 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY = 1.69 STREET FLOW TRAVEL TIME(MIN.) = .30 TC(MIN.) = 13.52 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.897 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .06 SUBAREA RUNOFF(CFS) = .13 EFFECTIVE AREA(ACRES) = 4.86 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 10.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY = 1.67 **********************************,A*.*.**,.*.*.*****..********** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 24.79 13.52 2.897 .97 .50 .48 11.29 2 24.78 13.27 2.930 .97 .50 .49 11.13 3 24.69 13.67 2.878 .97 .50 .49 11.33 TOTAL AREA = 11.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.79 Tc(MIN.) = 13.523 EFFECTIVE AREA(ACRES) = 11.29 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.33 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 63.56 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.94 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY= 1.83 STREET FLOW TRAVEL TIME(MIN.) = .59 TC(MIN.) = 14.11 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .14 SUBAREA RUNOFF(CFS) = .29 EFFECTIVE AREA(ACRES) = 11.43 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) = 24.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY = 1.82 ****....**.***.********..************************************ FLOW PROCESS FROM NODE 46.00 TO NODE 56.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION(FEET) = 58.09 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.79 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 14.17 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 14.17 RAINFALL INTENSITY(INCH/HR) = 2.82 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 11.43 TOTAL STREAM AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.79 **************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< r 1 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 87.00 ELEVATION DIFFERENCE(FEET) = 7.44 TC(MIN.) = .389*[( 350.00** 3.00)/( 7.44)]** .20 = 8.751 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.762 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.65 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.39 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 10.08 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.456 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .55 SUBAREA RUNOFF(CFS) = 1.47 EFFECTIVE AREA(ACRES) = 1.45 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY = .95 ************* I FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 1005.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.02 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 4.42 TC(MIN.) = 14.49 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.779 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.41 PEAK FLOW RATE(CFS) = 11.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH" VELOCITY = 1.83 **************** **************** FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 188.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "'TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.82 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 17.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = 1.85 STREET FLOW TRAVEL TIME(MIN.) = .86 TC(MIN.) = 15.36 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.684 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .66 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 6.07 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.07 PEAK FLOW RATE(CFS) = 12.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 17.50 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY = 1.88 ********************** *** **.**********�******** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 3 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.4 UPSTREAM NODE ELEVATION(FEET) = 58.59 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = 47.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.02 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 15.59 ********************** t************************************* FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 15.59 RAINFALL INTENSITY(INCH/HR) = 2.66. AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.07 TOTAL STREAM AREA(ACRES) = 6.07 1 1 1 1 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS; ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 36.43 13.92 2.847 .97 .50 .49 16.69 2 36.51 14.17 2.816 .97 .50 .49 16.95 3 36.43 14.33 2.799 .97 .50 .49 17.05 4 35.23 15.59 2.661 .97 .50 .48 17.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.51 Tc(MIN.) = 14.175 EFFECTIVE AREA(ACRES) = 16.95 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.54 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION(FEET) = 55.40 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 58.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.51 TRAVEL TIME(MIN.) = .17 TC(MIN.) = 14.35 FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE .= 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 55.25 14.10 2.826 .97 .50 .49 24.81 2 55.41 14.35 2.796 .97 .50 .49 25.22 3 55.40 14.50 2.779 .97 .50 .49 25.40 4 54.62 15.76 2.643 .97 .50 .49 26.62 5 50.75 19.25 2.344 .97 .50 .48 28.63 6 49.92 19.87 2.300 .97 .50 .48 28.86 TOTAL AREA = 28.86 1 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.41 Tc(MIN.) = 14.349 EFFECTIVE AREA(ACRES) = 25.22 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 28.86 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.7 UPSTREAM NODE ELEVATION(FEET) = 48.32 DOWNSTREAM NODE ELEVATION(FEET) = 47.48 FLOW LENGTH(FEET) = 215.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.41 TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 16.49 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.86 TC(MIN.) = 16.49 EFFECTIVE AREA(ACRES) = 25.22 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 55.41 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 55.25 16.24 2.596 .97 .50 .49 24.81 2 55.41 16.49 2.572 .97 .50 .49 25.22 3 55.40 16.64 2.558 .97 .50 .49 25.40 4 54.62 17.90 2.448 .97 .50 .49 26.62 5 50.75 21.45 2.197 .97 .50 .48 - 28.63 6 49.92 22.06 2.160 .97 .50 .48 28.86 END OF RATIONAL METHOD ANALYSIS mxxxuaaxaxaaaau uaaxaaxauaxauuxuxuNlaNIlINI1axIIN1N111111111111NNN11N1NuxuuxaauuxuaaxumuxauauN axuaxuauuuauxaaxuxaaxaaaxuxuxmux NN NIMXIXN NXIMMINNIMMINNMNNIMIM�INNIMMI INIMNINHNNIXMIhNI11111aIP NMINN IMMINXMIMMIIMIx INNi xlNl b j II XIIII111 N IIIINNNINI➢wammuuunNI NNamm mm=I1NNNNINNNNNmaamuN1NIUINN ... uluN�.. 111111111111111111111111111111111 ;III' IINIIIIIIIIIINIIIIIINIIIIIIII111IIIXIuxululNNNuu1 111111111p11111111111111111XIXNNIXINX11NIlINI11I1NIN111111111ia11111111111111a111111111111111a111I11IN111111ullllllNlll .-M - .__- ...1 -N NM ,,.M 7 7 -I 111111 7 ._INN -1 111M1 _- -- 11E11 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680-7803 714/544-3404 ************************** DESCRIPTION OF STUDY ************************** * TRACT 15591 HYDROLOGY ANALYSIS - 10 YEAR FREQ. * IN HUNTER'S RIDGE CITY OF FONTANA COUNTY OF SAN BERNARDINO * FOR MET. DEV. CO. FILE NAME: 591010.DAT TIME/DATE OF STUDY: 12:48 9/28/1993 ******************** * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: — *TIME -OF -CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .02 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .950 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9595 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 21.84 i i i TC(MIN.) = .389*[(1000.00** 3.00)/( 21.84)]** .20 = 13.246 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 4.51 *********** ****** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 61.01 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.92 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 2.51 TC(MIN.) = 15.75 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.140 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 4.55 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 6.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 3.70 DEPTH*VELOCITY = 1.43 ************** *** *********************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< i UPSTREAM ELEVATION(FEET) = 61.01 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET).= 260.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.15 **"STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.12 SPLIT DEPTH(FEET) = .29 SPLIT FLOOD WIDTH(FEET) = 6.75 SPLIT FLOW(CFS) = .89 SPLIT VELOCITY(FEET/SEC.) = 1.38 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 17.80 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.989 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 6.58 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 8.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY = 1.10 ***********,..,******************************....************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME.THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.4 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.91 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 17.91 FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION(FEET) = 50.60 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 1.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.91 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 17.91 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.91 RAINFALL INTENSITY(INCH/HR) = 1.98 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.91 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 72.60 ELEVATION DIFFERENCE(FEET) = 18.28 TC(MIN.) = .389*[( 880.00** 3.00)/( 18.28)J** .20 = 12.713 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 i 1 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 4.07 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 72.60 DOWNSTREAM ELEVATION(FEET) = 60.70 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54 PRODUCT OF DEPTH&VELOCITY = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 15.15 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.191 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.15 EFFECTIVE AREA(ACRES) = 3.72 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 5.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.63 - DEPTH*VELOCITY = 1.33 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 60.70 DOWNSTREAM ELEVATION(FEET) = 59.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 1 1 1 1 r 1 I OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.43 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 17.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 17.00 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.045 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 4.74 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) = 6.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 'HALFSTREET FLOOD WIDTH(FEET) = 17.50 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY = 1.04 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 55.88 DOWNSTREAM NODE ELEVATION(FEET) = 50.63 FLOW LENGTH(FEET) = 15.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)-= 6.65 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 17.05 *********************************************-*********************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = .6 UPSTREAM NODE ELEVATION(FEET) = 48.87 DOWNSTREAM NODE ELEVATION(FEET) = 48.85 FLOW LENGTH(FEET) = 16.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.65 TRAVEL TIME(MIN.) = .41 TC(MIN.) = 17.46 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 17.46 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 4.74 TOTAL STREAM AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 15.43 17.91 1.982 .97 .50 .49 11.32 2 15.51 17.46 2.012 .97 .50 .49 11.15 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.51 Tc(MIN.) = 17.461 EFFECTIVE AREA(ACRES) = . 11.15 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.32 ************* ****** ************* FLOW PROCESS FROM NODE 16.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.2 UPSTREAM NODE ELEVATION(FEET) = 48.85 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 154.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.51 TRAVEL TIME(MIN.) = 2.20 TC(MIN.) = 19.66 FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 10 »»»MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 2.1 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]*" .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 502.00 UPSTREAM ELEVATION(FEET) = 82.81 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 12.38 TC(MIN.) = .389*[( 502.00** 3.00)/( 12.38)]** .20 = 9.814 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.843 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.59 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 3.59 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6 »»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 283.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.49 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 11.47 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.590 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .96 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 2.65 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 5.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY = 1.06 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6. STREET HALF WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.94 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.36 TC(MIN.) = 13.83 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.315 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.12 , SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 3.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 6.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.10 r FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 13.83 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.77 TOTAL STREAM AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 UPSTREAM ELEVATION(FEET) = 82.31 DOWNSTREAM ELEVATION(FEET) = 70.43 ELEVATION DIFFERENCE(FEET) = 11.88 TC(MIN.) _ .389*[( 445.00** 3.00)/( 11.88)]** .20 = 9.205 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 2.85 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 70.43 DOWNSTREAM ELEVATION(FEET) = 67.06 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *`TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.62 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY = .94 STREET FLOW TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 10.83 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.680 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .78 SUBAREA RUNOFF(CFS) = 1.54 EFFECTIVE AREA(ACRES) = 2.06 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY = 1.00 **********., «**********.***, ,t****, ****i ** 1 +A*.**.********* FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 67.06 DOWNSTREAM ELEVATION(FEET) = 64.47 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.62 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY = .98 STREET FLOW TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 12.69 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.438 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 1 1 1 SUBAREA AREA(ACRES) = .62 SUBAREA RUNOFF(CFS) = 1.09 EFFECTIVE AREA(ACRES) = 2.68 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) = 4.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.00 FLOW PROCESS FROM NODE 34.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.47 DOWNSTREAM ELEVATION(FEET) = 64.45 STREET LENGTH(FEET) = 36.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.72 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = .75 SPLIT DEPTH(FEET) = .47 SPLIT FLOOD WIDTH(FEET) = 17.23 SPLIT FLOW(CFS) = 2.21 SPLIT VELOCITY(FEET/SEC.) = .72 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = .75 PRODUCT OF DEPTH&VELOCITY = .36 STREET FLOW TRAVEL TIME(MIN.) = .80 TC(MIN.) = 13.49 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.350 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .02 EFFECTIVE AREA(ACRES) = 2.69 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 4.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = .75 DEPTH*VELOCITY = .36 ****************************************************** **** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 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) = 2.35 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE " Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 10.83 13.83 2.315 .97 .50 .49 6.46 2 10.88 13.49 2.350 .97 .50 .49 6.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.88 Tc(MIN.) = 13.488 EFFECTIVE AREA(ACRES) = 6.37 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.46 FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.45 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 20.00_ CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.89 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.52 PRODUCT OF DEPTH&VELOCITY = 2.20 STREET FLOW TRAVEL TIME(MIN.) = .06 TC(MIN.) = 13.55 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .02 EFFECTIVE AREA(ACRES) = 6.38 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.47 PEAK FLOW RATE(CFS) = 10.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 FLOW VELOCITY(FEET/SEC.) = 5.52 DEPTH*VELOCITY = 2.20 *********,*************************** ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 42.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]'"' .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 226.00 UPSTREAM ELEVATION(FEET) = 90.88 DOWNSTREAM ELEVATION(FEET) = 87.00 ELEVATION DIFFERENCE(FEET) = 3.88 TC(MIN.) = .389*[( 226.00** 3.00)/( 3.88)]** .20 = 7.667 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.297 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = .53 PEAK FLOW RATE(CFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.01 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41 PRODUCT OF DEPTH&VELOCITY = .71 STREET FLOW TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 9.06 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.982 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 1.35 EFFECTIVE AREA(ACRES) = 1.13 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 2.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = .79 .,M.**.**.*********** *******, **********AAA*& kAA********** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.63 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 4.43 TC(MIN.) = 13.49 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.349 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = '.4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.67 SUBAREA RUNOFF(CFS) = 6.16 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 8.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY = 1.56 FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 63.56 STREET LENGTH(FEET) = 65.00 CURB HEIGHT(INCHES) = 6. STREET HALF WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRODUCT OF DEPTH&VELOCITY = 1.50 STREET FLOW TRAVEL TIME(MIN.) = .30 TC(MIN.) = 13.80 8.10 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.318 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .06 SUBAREA RUNOFF(CFS) = .10 EFFECTIVE AREA(ACRES) = 4.86 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 8.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00. IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< i ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 18.90 13.80 2.318 .97 .50 .48 11.31 2 18.90 13.55 2.343 .97 .50 .48 11.15 3 18.84 13.89 2.309 .97 .50 .49 11.33 TOTAL AREA = 11.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.90 Tc(MIN.) = 13.548 EFFECTIVE AREA(ACRES) = 11.15 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.33 *********** *** ****************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 63.56 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.01 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .52 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.53 SPLIT DEPTH(FEET) = .45 SPLIT FLOOD WIDTH(FEET) = 14.50 SPLIT FLOW(CFS) = 6.91 SPLIT VELOCITY(FEET/SEC.) = 3.02 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY = 1.83 STREET FLOW TRAVEL TIME(MIN.) = .58 TC(MIN.) = 14.12 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.285 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .14 SUBAREA RUNOFF(CFS) = .23 EFFECTIVE AREA(ACRES) = 11.29 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) = 18.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY = 1.83 ***********************************r*****.**********InF*Int******************* FLOW PROCESS FROM NODE 46.00 TO NODE 56.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION(FEET) = 58.09 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.90 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 14.19 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 11.29 TOTAL STREAM AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.90 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) = 87.00 i 1 i i i i i ELEVATION DIFFERENCE(FEET) = 7.44 TC(MIN.) = .389*[( 350.00** 3.00)/( 7.44)1** .20 = 8.751 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.046 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.07 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 87.00 DOWNSTREAM ELEVATION(FEET) = 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.64 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 10.05 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.803 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .55 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 1.45 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) = 3.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY = .83 ********** **************** *************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 84.46 DOWNSTREAM ELEVATION(FEET) = 64.55 STREET LENGTH(FEET) = 1005.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.14 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 4.64 TC(MIN.) = 14.69 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.232 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.41 PEAK FLOW RATE(CFS) = 8.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY = 1.64 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 64.55 DOWNSTREAM ELEVATION(FEET) = 62.09 STREET LENGTH(FEET) = 188.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.00 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.50 . . AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY = 1.63 STREET FLOW TRAVEL TIME(MIN.) = .90 TC(MIN.) = 15.59 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.154 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .66 SUBAREA RUNOFF(CFS) = .99 EFFECTIVE AREA(ACRES) = 6.07 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.07 PEAK FLOW RATE(CFS) = 9.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.50 FLOW VELOCITY(FEET/SEC.) = 3.52 DEPTH*VELOCITY = 1.65 FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.2 UPSTREAM NODE ELEVATION(FEET) = 58.59 DOWNSTREAM NODE ELEVATION(FEET) = 55.40 FLOW LENGTH(FEET) = 47.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.12 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 15.84 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.07 TOTAL STREAM AREA(ACRES) = 6.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 27.79 14.19 2.279 .97 .50 .48 16.73 2 27.82 14.44 2.255 .97 .50 .49 16.98 3 27.78 14.53 2.247 .97 .50 .49 17.04 4 26.75 15.84 2.134 .97 .50 .48 17.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.82 Tc(MIN.) = 14.440 EFFECTIVE AREA(ACRES) = 16.98 AREA -AVERAGED Fm(INCH/HR) = .48 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.54 *****************************************************A********************** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION(FEET) = 55.40 DOWNSTREAM NODE ELEVATION(FEET) = 48.32 FLOW LENGTH(FEET) = 58.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.82 TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 14.62 ******************************************************************* FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 42.29 14.38 2.261 .97 .50 .48 24.89 2 42.39 14.62 2.238 .97 .50 .49 25.28 3 42.37 14.72 2.230 .97 .50 .49 25.39 4 41.62 16.02 2.119 .97 .50 .48 26.63 5 38.26 19.66 1.874 .97 .50 .49 28.69 6 37.76 20.11 1.849 .97 .50 .48 28.86 TOTAL AREA = 28.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.39 Tc(MIN.) = 14.625 1 1 EFFECTIVE AREA(ACRES) = 25.28 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 28.86 1 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.6 UPSTREAM NODE ELEVATION(FEET) = 48.32 DOWNSTREAM NODE ELEVATION(FEET) = 47.48 FLOW LENGTH(FEET) = 215.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.39 TRAVEL TIME(MIN.) = 2.26 TC(MIN.) = 16.89 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.86 TC(MIN.) = 16.89 EFFECTIVE AREA(ACRES) = 25.28 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 42.39 ** PEAK FLOW RATE TABLE ** 1 Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 42.29 16.64 2.071 .97 .50 .48 24.89 2 42.39 16.89 2.053 .97 .50 .49 25.28 I 3 42.37 16.98 2.046 .97 .50 .49 25.39 4 41.62 18.34 1.954 .97 .50 .48 26.63 5 38.26 21.98 1.753 .97 .50 .49 28.69 I6 37.76 22.44 1.731 .97 .50 .48 28.86 END OF RATIONAL METHOD ANALYSIS 1 1 1 1 i STREET CAPACITY CALCULATIONS r r 1 I I I ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 8/23/90 Serial # 7789 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ 00000000000000000000 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ DESCRIPTION OF STUDY *************** * TRACT 15591 CURB LEVEL CAPACITY FLOW RATE CALCULATIONS * USING HELE 2 HYDRAULICS PROGRAM - STREET SLOPE =0.020 **************** **** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 4.00 2 .50 .00 3 1.50 .17 4 18.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 15.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.48 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.388 SUBCHANNEL FROUDE NUMBER = 1.738 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 17.56 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE * r 1 18.00 .46 2 34.50 .17 3 35.99 .00 4 36.00 .50 SUBCHANNEL SLOPE(FEET/FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 16.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.67 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.470 SUBCHANNEL FROUDE NUMBER = 1.744 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 30.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 31.68 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION .50 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. **RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 8/23/90 Serial # 7789 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 0000000000000000000001:10000000000000000000000000000000000 00000000000000000000 00000000000000000000000000000000000000000000000000000000 00000000000000000000 ******************* DESCRIPTION OF STUDY ************************** * TRACT 15591 RESIDENTIAL STREET CAPACITY CALCULATIONS * USING HELE 2 HYDRAULICS PROGRAM - STREET SLOPE =0.020 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 .70 2 10.00 .50 3 10.01 .00 4 11.50 .17 5 28.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 47.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 8.27 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.758 SUBCHANNEL FROUDE NUMBER = 1.867 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .30 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE * 1 i 1 28.00 .46 2 44.50 .17 3 45.99 .00 4 46.00 .50 5 56.00 .70 SUBCHANNEL SLOPE(FEET/FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 47.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 8.27 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.758 SUBCHANNEL FROUDE NUMBER = 1.867 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .30 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 94.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 95.27 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION .70 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 8/23/90 Serial # 7789 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ O 0000000000000000000 ************************** DESCRIPTION OF STU DY ************************** * TRACT 15591 CURB LEVEL CAPACITY FLOW RATE CALCULATIONS * USING HELE 2 HYDRAULICS PROGRAM - STREET SLOPE =0.004 *CURB FACE =8" ********************************************************************* * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 .67 2 .00 .00 3 1.50 .17 4 18.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 20.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 6.73 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.976 SUBCHANNEL FROUDE NUMBER = .857 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .37 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE * * 1 18.00 .46 2 34.50 .17 3 35.99 .00 4 36.00 .67 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 20.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 6.73 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.976 SUBCHANNEL FROUDE NUMBER = .857 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .37 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 40.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 40.07 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION .67 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. i 1 i i 1 1 1 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 8/23/90 Serial # 7789 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 00000000000000000000 00000000000000000000000000000000000000000000000000000000 000000000000100000000 ************************** DESCRIPTION OF STUDY *************** * TRACT 15591 CURB LEVEL CAPACITY FLOW RATE CALCULATIONS * USING HELE 2 HYDRAULICS PROGRAM - STREET SLOPE =0.004 ************* **** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 .50 2 .00 .00 3 1.50 .17 4 18.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 7.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.67 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 1.999 SUBCHANNEL FROUDE NUMBER = .780 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE * * 1 18.00 .46 2 34.50 .17 3 35.99 .00 4 36.00 .50 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 7.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.67 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 1.999 SUBCHANNEL FROUDE NUMBER = .780 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 14.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 14.69 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION .50 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 1 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 3.7A Release Date: 8/23/90 Serial # 7789 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 00000000000000000000000000000000000000000000000000000000 00000000000000000000 00000000000000000000000000000000000000000000000000000000 00000000000000000000 ******************* DESCRIPTION OF STUDY * TRACT 15591 RESIDENTIAL STREET CAPACITY CALCULATIONS * USING HELE 2 HYDRAULICS PROGRAM - SLOPE =0.004 • * * ******************** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 .70 2 10.00 .50 3 10.01 .00 4 11.50 .17 5 28.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 21.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 8.27 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.575 SUBCHANNEL FROUDE NUMBER = .835 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .30 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE * * i' 1 1 1 1 1 1 1 1 28.00 .46 2 44.50 .17 3 45.99 .00 4 46.00 .50 5 56.00 .70 SUBCHANNEL SLOPE(FEET/FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .016000 SUBCHANNEL FLOW(CFS) = 21.3 SUBCHANNEL FLOW AREA(SQUARE FEED = 8.27 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.575 SUBCHANNEL FROUDE NUMBER = .835 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .30 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 42.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 42,61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION .70 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 1 1 1 1 1 1 WATER SURFACE PROFILE CALCULATIONS MB_ OWL MIL MINI NM NM MIS- MIL, NNE IIIIML_ MEL MIIIIL MIL NIEL. =V. MIL_ MI_ MIL ME_ HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "A" HYDRAULICS FILE 4439LINA.I =1- 1=- NM- =V HIE MI- MN- - MN- NE-- 1=1-: NE- 111111-. EN- 11=1- =I_s NI:, , -. LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "A" HYDRAULICS FILE 4439LINA.I PAGE 1 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 14.00 47.48 6.520 54.000 235.0 9.89 1.519 55.519 0.00 4.285 52.11 0.00192 .004897 0.26 66.11 47.58 6.750 54.330 235.0 9.89 1.519 55.849 0.00 4.285 111.01 0.00198 .004897 0.54 177.12 47.80 7.074 54.874 235.0 9.89 1.519 56.393 0.00 4.285 JUNCT STR 0.00625 .004890 0.04 185.12 47.85 7.497 55.347 182.0 9.27 1.334 56.681 0.00 3.863 4.78 0.00209 .004883 0.02 189.90 47.86 7.510 55.370 182.0 9.27 1.334 56.704 0.00 3.863 257.14 0.00202 .004883 1.26 447.04 48.38 8.384 56.764 182.0 9.27 1.334 58.098 0.00 3.863 JUNCT STR 0.00364 .010340 0.06 452.54 48.40 7.404 55.804 152.0 13.76 2.941 58.745 0.00 3.534 143.58 0.00209 .015798 2.27 596.12 48.70 9.373 58.073 152.0 13.76 2.941 61.014 0.00 3.534 49.18 0.00163 .015798 0.78 645.30 48.78 10.562 59.342 152.0 13.76 2.941 62.283 0.00 3.534 272.12 0.02896 .015798 4.30 917.42 56.66 7.128 63.788 152.0 13.76 2.941 66.729 0.00 3.534 112.73 0.02963 .015798 1.78 1030.15 60.00 6.000 66.000 152.0 13.76 2.941 68.941 0.00 3.534 63.91 0.03239 .015798 1.01 5.50 0.00 0.00 0 0.00 5.500 0.00 5.50 0.00 0.00 0 0.00 5.500 0.00 5.50 0.00 0.00 0 0.00 0.00 5.00 0.00 0.00 0 0.00 5.000 0.00 5.00 0.00 0.00 0 0.00 5.000 0.00 5.00 0.00 0.00 0 0.00 0.00 3.75 0.00 0.00 0 0.00 3.750 0.00 3.75 0.00 0.00 0 0.00 3.750 0.00 3.75 0.00 0.00 0 0.00 2.397 0.00 3.75 0.00 0.00 0 0.00 2.378 0.00 3.75 0.00 0.00 0 0.00 2.308 0.00 MIL, MEL MIL MO INN_ INN- NEL MEL MIL MIL ME_ MIL MOIL MIN NW IMMI LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "A" HYDRAULICS FILE 4439LINA.I PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1094.06 62.07 5.498 67.568 152.0 13.76 2.941 70.509 0.00 3.534 3.75 0.00 0.00 0 0.00 53.67 0.03250 .015798 0.85 2.305 0.00 1147.73 63.81 4.601 68.415 152.0 13.76 2.941 71.356 0.00 3.534 3.75 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1147.73 63.81 2.677 66.491 152.0 18.02 5.040 71.531 0.00 3.534 3.75 0.00 0.00 0 0.00 5.73 0.03250 .021227 0.12 2.305 0.00 1153.46 64.00 2.696 66.697 152.0 17.88 4.964 71.661 0.00 3.534 3.75 0.00 0.00 0 0.00 25.98 0.03250 .019942 0.52 2.305 0.00 1179.44 64.84 2.821 67.666 152.0 17.05 4.513 72.179 0.00 3.534 3.75 0.00 0.00 0 0.00 18.60 0.03250 .017917 0.33 2.305 0.00 1198.04 65.45 2.960 68.410 152.0 16.25 4.103 72.513 0.00 3.534 3.75 0.00 0.00 0 0.00 13.37 0.03250 .016208 0.22 2.305 0.00 1211.41 65.88 3.115 68.999 152.0 15.50 3.730 72.729 0.00 3.534 3.75 0.00 0.00 0 0.00 8.95 0.03250 .014828 0.13 2.305 0.00 1220.36 66.17 3.296 69.471 152.0 14.78 3.391 72.862 0.00 3.534 3.75 0.00 0.00 0 0.00 3.84 0.03250 .013941 0.05 2.305 0.00 1224.20 66.30 3.534 69.834 152.0 14.09 3.081 72.915 0.00 3.534 3.75 0.00 0.00 0 0.00 OM MO I= r IMO =INM INN MINI NM =II MI MEI EMI INE NMI NMI =I� F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 14.00 47.48 66 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N 66.11 47.58 66 0.013 a. ELEMENT. NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N 177.12 47.80 66 0.013 W S ELEV 54.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 15.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 185.12 47.85 60 33 0 0.013 53.0 0.0 49.25 0.00 45.00 0.00 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION . INVERT SECT N RADIUS ANGLE ANG PT MAN H 189.90 47.86 60 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N 447.04 48.38 60 0.013 RADIUS ANGLE ANG PT MAN H 620.00 24.00 0.00 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 452.54 48.40 45 18 30 0.013 13.0 17.0 50.70 49.60 45.00 60.00 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 596.12 48.70 45 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH * * U/S DATA STATION INVERT SECT N 645.30 48.78 45 0.013 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT 917.42 56.66 45 ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT 1030.15 60.00 45 RADIUS ANGLE ANG PT MAN H 45.00 63.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.013 305.00 21.00 0.00 1 IN._ - NE- 11111 NEI -- 111111-, NM - NIL - NIL Ell_ 1_ 1_ I- 11111-: -.NEIL F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1094.06 62.07 45 0.013 45.00 81.00 0.00 0 ELEMENT NO 13 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1224.20 66.30 45 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1224.20 66.30 45 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC NIEL NIB- IMO NIL NEIL INN_ IIIIL MEL MIN_ MIL MIME MIL INC. INC Rill _ DATE: 2/ 9/1994 TIME: 10: 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 33 4 2.75 CD 45 4 3.75 CD 60 4 5.00 CD 66 4 5.50 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "B" HYDRAULICS FILE 4439LINB.I NM lilt OW INN OM_ 11111111 MIS INN- NMI MIL MIL =IL MIL MIL 1111111_ MEL MIL NW MEL LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "B" HYDRAULICS FILE 4439LINB.I PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 7.23 49.25 6.050 55.300 53.0 8.92 1.236 56.536 0.00 2.382 5.70 0.02632 .010043 0.06 12.93 49.40 5.957 55.357 53.0 8.92 1.236 56.593 0.00 2.382 17.20 0.02558 .010043 0.17 30.13 49.84 5.812 55.652 53.0 8.92 1.236 56.888 0.00 2.382 70.46 0.02555 .010043 0.71 100.59 51.64 4.720 56.360 53.0 8.92 1.236 57.596 0.00 2.382 JUNCT STR 0.27039 .019703 0.09 105.25 52.90 3.663 56.563 18.0 10.19 1.611 58.174 0.00 1.451 4.76 0.19220 .029364 0.14 110.01 53.81 2.906 56.721 18.0 10.19 1.611 58.332 0.00 1.451 HYDRAULIC JUMP 110.01 53.81 0.907 54.722 18.0 16.11 4.032 58.754 0.00 1.451 1.24 0.19220 .062033 0.08 111.25 54.05 0.921 54.975 18.0 15.80 3.878 58.853 0.00 1.451 2.32 0.19220 .057041 0.13 113.57 54.50 0.960 55.460 18.0 15.06 3.523 58.983 0.00 1.451 1.98 0.19220 .050644 0.10 115.55 54.88 1.001 55.880 18.0 14.37 3.204 59.084 0.00 1.451 1.68 0.19220 .045033 0.08 117.23 55.20 1.044 56.247 18.0 13.70 2.914 59.161 0.00 1.451 1.43 0.19220 .040165 0.06 2.75 0.00 0.00 0 0.00 1.562 0.00 2.75 0.00 0.00 0 0.00 1.576 0.00 2.75 0.00 0.00 0 0.00 1.580 0.00 2.75 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "B" HYDRAULICS FILE 4439LINB.I PAGE 2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 118.66 55.48 1.092 56.570 18.0 13.06 2.649 59.219 0.00 1.451 1.22 0.19220 .035964 0.04 119.88 55.71 1.143 56.854 18.0 12.45 2.406 59.260 0.00 1.451 1.01 0.19220 .032354 0.03 120.89 55.91 1.200 57.106 18.0 11.87 2.189 59.295 0.00 1.451 0.83 0.19220 .029333 0.02 121.72 56.06 1.264 57.329 18.0 11.32 1.990 59.319 0.00 1.451 0.63 0.19220 .026966 0.02 122.35 56.19 1.341 57.527 18.0 10.79 1.808 59.335 0.00 1.451 0.33 0.19220 .025866 0.01 122.68 56.25 1.451 57.701 18.0 10.29 1.643 59.344 0.00 1.451 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 0.650 0.00 1.50 0.00 0.00 0 0.00 1=1- MI- NB- mil- 1=1- OM- NM- MN- 1=1_ NEL N_.: NIL_ MI- NM..._: ME_ MN_. F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 7.23 49.25 33 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 7.23 49.25 33 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT 12.93 49.40 33 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT 30.13 49.84 33 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT 100.59 51.64 33 ELEMENT NO 6 IS A JUNCTION ELEMENT NO * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 105.25 52.90 18 24 0 0.013 W S ELEV 55.30 N PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 45.00 22.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 7 IS A REACH U/S DATA * STATION 122.68 * * INVERT SECT 56.25 18 * 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 35.0 0.0 52.40 0.00 45.00 0.00 * w N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 122.68 56.25 18 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESSTHAN OR EQUALS INVERT ELEVATION 1N HDWKDS, W.S.ELEV = INV + DC INN- NW-- MN MI... OM- M- IMO-- MI- INN- NM_ MI- MI- =I- 1=1- MEI- DATE: 2/ 8/1994 TIME: 14:15 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 33 4 2.75 CD 24 4 2.00 CD 18 4 1.50 =- MN- -.. -.. - MN- M- =__ _w - N.. NM- NM--; M_ 1- r__ INN - HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LATERAL "B" HYDRAULICS FILE 4439LATB.I IIML NIL INS_ IN111._ NIL NEI INC NM EIS INN MS MN 1111 111111 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LATERAL "B" HYDRAULICS FILE 4439LATB.I PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 2.02 52.40 4.300 56.700 35.0 11.14 1.927 58.627 0.00 1.920 43.39 0.01913 .023936 1.04 45.41 53.23 4.509 57.739 35.0 11.14 1.927 59.666 0.00 1.920 2.00 0.00 0.00 0 0.00 2.000 0.00 2.00 0.00 0.00 0 0.00 11111- EN- 11111 EN- - - MI- 111111.J MI- NM-, =I1 MN_ NE_ 11111.J UN_ - F 0 5.1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.02 52.40 24 56.70 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 45.41 53.23 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 45.41 53.23 24. 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC DATE: 2/ 8/1994 TIME: 14:46 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 24 4 2.00 MN- 1=- ME- Ilia- MIR- =I-- MN- En_ — MM._ 11111111_ MI_ OWL HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "C" HYDRAULICS FILE 4439LINC.I •11- EMI- MN INN- 1E11- -. INN- MEL I - N - MIL MEI_ EMI_ MN LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "C" HYDRAULICS FILE 4439LINC.I PAGE 1 STATION INVERT DEPTH W.S. a VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 5.07 49.60 8.100 57.700 17.0 3.46 0.186 57.886 0.00 1.395 34.24 0.03884 .001718 0.06 39.31 50.93 6.829 57.759 17.0 3.46 0.186 57.945 0.00 1.395 JUNCT STR 0.10145 .001074 0.00 40.00 51.00 6.994 57.994 8.5 1.73 0.047 58.041 0.00 0.971 32.00 0.03750 .000429 0.01 72.00 52.20 5.808 58.008 8.5 1.73 0.047 58.055 0.00 0.971 2.50 0.00 0.00 0 0.00 0.780 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.550 0.00 2.50 0.00 0.00 0 0.00 r um i no am No i U. N - _ii r i i■ i III i or or F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 5.07 49.60 30 57.70 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 39.31 50.93 30 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 40.00 51.00 30 18 0 0.013 8.5 0.0 51.63 0.00 80.00 0.00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 72.00 52.20 30 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 72.00 52.20 30 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC MR- Mt- MB- - MB- MOW- OM- 11111-- MMO-- 11111... 111111--i MM. 110111--- DATE: 2/ 9/1994 TIME: 10:24 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR 1NV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 30 4 2.50 �-- 111111- - 1 NM- NM- -= -- IN11--� - -- Ell- NM ---- HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LATERAL "C" PROFILE FILE 4439LATC.I - NM- _- MN-- _ _--- NM- _--- LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE 'TRACT 14274 JN 4439 STORM DRAIN LATERAL "C" PROFILE FILE 4439LATC.I PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 3.04 51.63 6.370 58.000 8.5 4.81 0.359 58.359 0.00 1.129 40.62 0.06450 .006548 0.27 43.66 54.25 4.016 58.266 8.5 4.81 0.359 58.625 0.00 1.129 1.50 0.00 0.00 0 0.00 0.580 0.00 1.50 0.00 0.00 0 0.00 O-- XIII-- MIN- M NOV -- IMO-. -. i-- MIN-- MN-- INN- ME-.- 1111111.r MIL, INNr F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 3.04 51.63 18 58.00 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN II 43.66 54.25 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 43.66 54.25 18 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC DATE: 2/ 9/1994 TIME: 10:32 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 OM- OM- OM-- -- MMO- EEO' OM- 11111- 111111--' _--; M-- 01111 ME..' - O 11111-, MOW -- HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "D" HYDRAULICS FILE 4439LIND.I 1=•- MIN- ME- MIN- IMF - MIR'r MO- IMF 1M- _r'' -- - INN. NM- MIMI- LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "D" HYDRAULICS FILE 4439LIND.I PAGE STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE • HF NORM DEPTH ZR 3.70 50.70 6.000 56.700 13.0 7.36 0.840 57.540 0.00 1.351 16.34 0.26010 .015316 0.25 20.04 54.95 2.000 56.950 13.0 7.36 0.840 57.790 0.00 1.351 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 ME- MMO- MO- IMO- MO- MN- MB--- M --- I- _-j MB--- M -- MM. MR--, MOW- 11111 . ; EMIL. F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 3.70 50.70 18 56.70 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 20.04 54.95 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 20.04 54.95 18 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC - En- OM- -- MI-- MIN- MI- NM-- -. MN--. IMO_.... NIE_,. NMI._..., MIL - DATE: 2/ 8/1994 TIME: 16:12 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 BATCH BASIN SIZING 1 1 CATCH BASIN YDROLOGY MAP TOTOL FLOW = 13.3 cfs EACH SIDE = 6.65cfs d=0 50 9.lcfs TRACT NO 14274 . .1/ 5.8cfs d=.50' ► 11.64,E TOTOL FLOW = 13.4 cfs EACH SIDE = 6.7cfs d=0.50' ................. ................ PROJECT HUANTEIZS t2 t D c-) GIVEN -r1 A c "1 Nb l4274- C.B. # t WEST S Me. e. STREET NAME " A . CURB OPENING DESIGN ( FLOW BY TYPE ) (a) Discharge Q(,ta ) = '' G cfs (b) Street slope S = • OZD ft/ft (c) Curb type A-1 c.f. = 6" (d) Half street width 18 • ft. Jn35 Solution y (c.f.) = • 4-2 ft Q / L = . 30 from nomograph L = Q / Q/L 1(• to • 3° =39 length for total intercept Try W = l 4 L(p) partial intercept L(p)/L= / 39 = 36 a/y=.33/ •4C = •"i8 Q(p) / Q = SO from nomograph Q(p) _ . 5D X I t,Cc = 5.8 cfs (Intercept) Q(c) = _tl•� _ S.S = 5.8 cfs carryover to C.B. # 4 PROJECT HUT2S '.fbC?E GIVEN 'TRACT iV= 442,74 C.B. # 2 - EAST Rs I be STREET NAME h A " CURB OPENING DESIGN ( FLOW BY TYPE ) (a) Discharge Q(10 ) = < "'Q' cfs (b) Street slope S = • 0 2Q ft/ft (c) Curb type A-1 c.f. _ i (d) Half street width 8 ft. Jn 44-3 9 Solution y (c.f.) = • S ft Q / L = -3B from nomograph L = Q / Q/L 1G' 4-+ •,' 43 r length for total intercept Try W = .I L(p) partial intercept L(p)/L= / 143 = .49 a/y=.33/ • � _ ' (4. Q(p) / Q = • 64' from nomograph Q(p) = 6 ' X 161'4- = kp.B cfs (Intercept) Q(c) _ ((,.d" - t0.8 = cfs carryover to C.B. 3 i i PROJECT }-AU 4 t QS ra DC `i -4cT N = /4z74 C.B. # 3 tvo2TH SL DE STREET NAME U CURB OPENING ( SUMP ) GIVEN • Jr) 44"39 (7+�� c 63,3 (a) Discharge Q( 10) =.cfs ( b) Curb type Q-2 c.f. = 8° Inches Solution H (depth at opening) _5b.,.i-1. _ , !o7 h (height of opening) = . 67 -t- , ri : , 54 /h .6/ H84- = .80 From nomograph : Q / ft. of opening = 1.1 CFS L required = 1 3' USE L= 1C� 1ft.. 1,8 i i i PROJECT kU N i S 'P- tl)G, 6 GIVEN T P CT Utk 110.74i C.B. # �' - VgEST Si DE STREET NAME "G S 7 CURB OPENING ( SUMP ) (a) Discharge Q( io ) = I s 2 cfs ( b) Curb type A 7- c.f. = 8" Inches Solution H (depth at opening) h (height of opening) • = ' 5 4-.I?= .47 = ,Co7+I7= ,s4 H/h '/o7/,fief- _ , go From nomograph : Q / ft. of opening . l ' 7 CFS L required = 7, 2- / I,7 ft.= 4.2 USEL= 7 ft Jn 4 3 PROJECT 14(AtiI refI S R61) c,E Tr2A cr fir : l 4-274 C.B. # E St" SKI STREET NAME "C-" 5?`. CURB OPENING ( SUMP ) i GIVEN (a) Discharge Q( ►o) = a, 7 cfs ( b) Curb type A-Z c.f. = 8' Inches Solution H (depth at opening) = • SO4,17 .67 i h (height of opening) = . G = E- , <1 v . B.¢ ' H/h ,67/6'4 = .So From nomograph : Q / ft of opening = L, 7 CFS iLrequired = 6 ' 7 I ii 7 ft. - 3.j USEL= 7' ft