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HomeMy WebLinkAboutTract No. 14274.7"12 4Cr ndo• CONTENTS NARRATIVE OFFSITE HYDROLOGIC ANALYSIS ONSITE HYDROLOGIC ANALYSIS STREET CAPACITY CALCULATIONS HYDRAULIC GRADE LINE CALCULATIONS CATCH BASIN SIZING deal Li l'iN.uvii 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 northeast. Upon its arrival at the tract's northeasterly corner, the flow splits and continues to travel westerly and southerly along the tract boundary to separate collection locations. The following figure entitled "TRACTS 14274/14274-1 OFFSITE HYDROLOGIC MAP" illustrates the off -site tributary areas, flow patterns, discharge rates and collection points. Flow originating at node 100 is collected and conveyed at node 104 by a storm drain system traveling through the tract. Flow originating at node 200 by-passes the tract through an improved ditch along the northerly boundary for ultimate discharge to the Hawker -Crawford Channel. 100 year storm calculations supporting the map are included which indicate rates of 145.5 cfs at node 104 and 43.6 cfs at node 203. 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". d«a/44391.4f,1.n,v, NARRATIVE MI ME- i ME NE- EMI =MIN s ME NMI o 0 0NMI - ME OFFSITE HYDROLOGIC CALCULATIONS dem/44J9oep3.e04 a ' `; ((Fs) fc,OlitF' '�; SL,trUWie4s 4" .54* 1111 AINFIIIIII11 LEGEND l is 54' 'nisi Reser :Dir. _rei V•,UE av . • i4Z 4F1 ItYNOtoftk cIry OF FONTANA PUBLIC W ORKS STORMLIDRAIN. MASTER PLAN DATE SCALE GRW. NO_ _6188 111=_1000' B 1 1 **************************************************************************** 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 ************************** * TRACTS 14274/14274-1 HUNTERS RIDGE * OFFSITE "EAST" 100 YEAR HYDROLOGIC CALCULATION * JN 4439 ************************************************************************** FILE NAME: 4439001.DAT TIME/DATE OF STUDY: 10:56 10/10/1994 * * * IUSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.060 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 SLOPE OF INTENSITY DURATION CURVE = .7000 I**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1300.00 UPSTREAM ELEVATION(FEET) = 1680.00 DOWNSTREAM ELEVATION(FEET) = 1648.00 ELEVATION DIFFERENCE(FEET) = 32.00 TC(MIN.) = .412*[( 1300.00** 3.00)/( 32.00)]** .20 = 15.214 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.155 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 39.55 TOTAL AREA(ACRES) = 12.30 PEAK FLOW RATE(CFS) = 39.55 1**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 1 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION(FEET) = 1648.00 DOWNSTREAM NODE ELEVATION(FEET) = 1638.00 FLOW LENGTH(FEET) = 570.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.55 TRAVEL TIME(MIN.) = .83 TC(MIN.) = 16.04 I **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.003 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 30.18 EFFECTIVE AREA(ACRES) = 22.10 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 22.10 PEAK FLOW RATE(CFS) = 68.05 TC(MIN) = 16.04 I **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 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 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.9 UPSTREAM NODE ELEVATION(FEET) = 1638.00 DOWNSTREAM NODE ELEVATION(FEET) = 1608.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.05 TRAVEL TIME(MIN.) = .89 TC(MIN.) = 16.93 '**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.855 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 15.70 SUBAREA RUNOFF(CFS) = 46.25 EFFECTIVE AREA(ACRES) = 37.80 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 ITOTAL AREA(ACRES) = 37.80 PEAK FLOW RATE(CFS) = 111.35 TC(MIN) = 16.93 I **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 3 I»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< I DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.2 UPSTREAM NODE ELEVATION(FEET) = 1608.00 DOWNSTREAM NODE ELEVATION(FEET) = 1575.00 I FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 111.35 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 17.94 **************************************************************************** IFLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< I100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.702 SOIL CLASSIFICATION IS "A" IRESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 39.31 I EFFECTIVE AREA(ACRES) = 51.80 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 51.80 PEAK FLOW RATE(CFS) = 145.45 ITC(MIN) = 17.94 END OF STUDY SUMMARY: ITOTAL AREA(ACRES) = 51.80 TC(MIN.) = 17.94 EFFECTIVE AREA(ACRES) = 51.80 AREA -AVERAGED Fm(INCH/HR)= .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 145.45 II END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** 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 ************************** * TRACTS 14274/14274-1 HUNTERS RIDGE II* OFFSITE "NORTH" 100 YEAR HYDROLOGIC CALCULATION * JN 4439 ************************************************************************** IFILE NAME: 4439002.DAT TIME/DATE OF STUDY: 10:58 10/10/1994 IUSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.060 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 SLOPE OF INTENSITY DURATION CURVE = .7000 11**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1500.00 UPSTREAM ELEVATION(FEET) = 1642.00 DOWNSTREAM ELEVATION(FEET) = 1615.00 ELEVATION DIFFERENCE(FEET) = 27.00 TC(MIN.) = .412*[( 1500.00** 3.00)/( 27.00)]** .20 = 17.151 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.820 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.66 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 11.66 1**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 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 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1615.00 DOWNSTREAM NODE ELEVATION(FEET) = 1593.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 11.66 TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 18.55 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.616 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 11.47 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 22.39 TC(MIN) = 18.55 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 5.1 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 1593.00 DOWNSTREAM NODE ELEVATION = 1585.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 810.00 CHANNEL SLOPE = .0099 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.39 FLOW VELOCITY(FEET/SEC) = 6.68 FLOW DEPTH(FEET) = .89 TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 20.57 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 8 I»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.363 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 RATE, Fm(INCH/HR) = .8200 .82 SUBAREA AREA(ACRES) = 10.10 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fp(INCH/HR) = .87 TOTAL AREA(ACRES) = 18.30 TC(MIN) = 20.57 SUBAREA RUNOFF(CFS) = 23.12 AREA -AVERAGED Fm(INCH/HR) = .71 AREA -AVERAGED Ap = .82 PEAK FLOW RATE(CFS) = 43.65 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.30 EFFECTIVE AREA(ACRES) = 18.30 AREA -AVERAGED Fp(INCH/HR) = .87 PEAK FLOW RATE(CFS) = 43.65 TC(MIN.) = 20.57 AREA -AVERAGED Fm(INCH/HR)= .71 AREA -AVERAGED Ap = .82 IEND OF RATIONAL METHOD ANALYSIS ONSITE HYDROLOGIC CALCULATIONS d../414139,a,m4 r HYDROLOGY MAP 1 II II II 11 SCALE 1" = 200' II 11 LEGEND 11 II 11 11 15.4 r Q cis 1I 1 1 NODE i /~ AREA acers 1 1 t1 11 11 11 11 11 TRACT NO 14274 100 YEAR STORM _IIIIIIIIIIIIIIIIII111 11111111111111111111111111111111111111111111111111111111111111 :: 11111111111111111111111111111111111111111111111111111111111111 II 1111111111111111111111111111111 1.1 i 0 " _ •^" •^ltnNIIINIt HINHINIYNNINNIIN1IHI11111111H1 lIIMIflkHIMI1111NINNI11jIbnllHHItIR1}IHItIHIflHIt@? 1 : s Fps„":"..,.,,::•:,.,:••:.:•:::iNUii11i1iliiiilUixulll�- / iF S3 i :;- - s 1:s i s�..•.,.....,"v......•.....,.�IIINNINIIINNIHNIIIIS I:S s I.51 6.9NIM .1 I III I III III II I II IIIHI I III II I Il 6.5 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 ***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 INTENSITY(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 **************************************************************************** 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 **************************************************************************** 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: 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 1S "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) = 950.0.0 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 **************************************************************************** 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 CONCENTRATION(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««< 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 **************************************************************************** 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 **************************************************************************** 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 **************************************************************************** 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.) 1 79.40 13.60 2 79.57 13.74 3 79.59 14.18 4 78.91 15.17 5 73.49 18.90 6 72.48 19.45 TOTAL AREA = (INCH/HR) (INCH/HR) 3.898 .97 .50 3.874 .97 .50 3.803 .97 .50 3.651 .97 .50 3.200 .97 .50 3.145 .97 .50 28.86 (INCH/HR) (ACRES) .49 24.69 .49 24.92 .49 25.47 .49 26.46 .48 28.65 .48 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 HYDROLOGY MAP I 11 11 11 11 SCALE 1" = 200' 11 1 11 11 11 11 11 15.4 _ "Q• cis 1 1 11 AREA acers 1 1 11 1 11 11 11 1 Ii 1 11 1 11 LEGEND NODE 1 TRACT NO 14274 25 YEAR STORM 11111111111111111111111111111111111111111111111111111111111111111111111111I II II : IIIIIIIIIIIIIIIIIIIII111111I111IIIIIIIIIIIIIIIIIIIIIIIIIIII111' 11111111111111111111111111111111 j""^"'^".....i immni11MM111M�1�Ini,rni.r111MIMNIxhi-$IMNTIINx1111x11111/1x1!4,,,t,HII1111flImI,u,,'• 7i € {{ a I 1aaj 8" i 8 a 1 E !a a a ,� ( i ¢ 3; �.x.nnxxx.xxxnxxn.n�nx..xxi '..•... �IIIIx111xI1111xINNItII4fI :III[IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1g i i �y 3 um,� 3:: — a:3 �xxxxxxx��xxiuxxxx. nn. a'•un...... mx 3.. :� 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 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)««< 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)««< 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 FRACT►ON, 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 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 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 ** 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 **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 **************************************************************************** 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 **************************************************************************** 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««< 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 **************************************************************************** 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 **************************************************************************** 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 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 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 HYDROLOGY MAP I II II II II II SCALE 1" = 200' II II II II II II 15.4 Q. cis I 1 / I I NODE � `\ AREA acers I 1 II II II II If 1 II II II I LEGEND II I /: I I II i ,7 11 11 II II II II 1I II I TRACT NO 14274 10 YEAR STORM JIIIIIIIIIIIIIIIIIIII IIIII111I11IIIIIIIIIIIIIIIIl1II11Il1IIIII1111111111I111111I1 IIIIIIIxxlllllllllllllllllllllllllllll11111111111111111111111 • III 1111IIIIIIIIIIIIIIIIIII1111111 rt1NInI�If�fIrlMFROM1I11xR111In1nl4MIT IMirtllflnnmgm { 12.9,E a®nuuunlwuuunuuuni cL3.6 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 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««< 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)]** .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 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 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 LENGT,H(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) = 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 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 **************************************************************************** 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 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 »»>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 **************************************************************************** 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 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) = 8.10 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 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««< ** 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 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 ELEVATION DIFFERENCE(FEET) = 7.44 TC(MIN.) = .389*[( 350.00** 3.00)/( 7.44)]** .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 **************************************************************************** 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 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 **************************************************************************** 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 ** 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 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 6 37.76 22.44 1.731 .97 .50 .48 28.86 END OF RATIONAL METHOD ANALYSIS STREET CAPACITY CALCULATIONS d./4439,ei)acmz 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 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ '❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ************************** 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 I 1 .00 4.00 2 .50 .00 I 3 1.50 .17 4 18.00 .46 SUBCHANNEL SLOPE(FEET/FEET) = .020000 I 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 t SUBCHANNEL FLOW TOP-WIDTH(FEET) = 17.56 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) = .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 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ 00000000000000000000 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ 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 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 ❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ************************** DESCRIPTION OF STUDY ************************** * 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. ** 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 ❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ************************** 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. ** 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 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ ************************** 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 * * 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 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 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. HYDRAULIC GRADE LINE CALCULATIONS d«a/44Nup3.wAL HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "A" HYDRAULICS FILE 4439LINA.I 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 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 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 I N E NM w NE EN M EN 1 I NM M N I I 11111 I NE 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 53.67 0.03250 .015798 0.85 1147.73 63.81 4.601 68.415 152.0 13.76 2.941 71.356 0.00 3.534 HYDRAULIC JUMP 1147.73 63.81 2.677 66.491 152.0 18.02 5.040 71.531 0.00 3.534 5.73 0.03250 .021227 0.12 1153.46 64.00 2.696 66.697 152.0 17.88 4.964 71.661 0.00 3.534 25.98 0.03250 .019942 0.52 1179.44 64.84 2.821 67.666 152.0 17.05 4.513 72.179 0.00 3.534 18.60 0.03250 .017917 0.33 1198.04 65.45 2.960 68.410 152.0 16.25 4.103 72.513 0.00 3.534 13.37 0.03250 .016208 0.22 1211.41 65.88 3.115 68.999 152.0 15.50 3.730 72.729 0.00 3.534 8.95 0.03250 .014828 0.13 1220.36 66.17 3.296 69.471 152.0 14.78 3.391 72.862 0.00 3.534 3.84 0.03250 .013941 0.05 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 2.305 0.00 3.75 0.00 0.00 0 0.00 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 2.305 0.00 3.75 0.00 0.00 0 0.00 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 14.00 47.48 66 54.00 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N 66.11 47.58 66 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 15.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 177.12 47.80 66 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 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 RADIUS ANGLE ANG PT MAN H 447.04 48.38 60 0.013 620.00 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 596.12 48.70 45 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 645.30 48.78 45 0.013 45.00 63.00 0.00 0 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N 917.42 56.66 45 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.15 60.00 45 0.013 305.00 21.00 0.00 1 IMO M MN M MEI NEI IMO IMO MINI NM NMI 1E11 M Mil M M F0515P 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 IMO INN NE MIN NMI NIII DATE: 2/ 9/1994 TIME: 10: 1 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 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 NEI EN MIN EN NEI EN INN EN INN M NE NEI MN I IIIII MN EMI I NM 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 "B" HYDRAULICS FILE 4439LINB.I EN NE MN 1E11 OM I 11111 INN en 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. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 7.72 49.43 5.870 55.300 53.0 8.92 1.236 56.536 0.00 2.382 30.95 0.03005 .010043 0.31 38.67 50.36 5.251 55.611 53.0 8.92 1.236 56.847 0.00 2.382 18.10 0.02983 .010043 0.18 56.77 50.90 5.015 55.915 53.0 8.92 1.236 57.151 0.00 2.382 9.82 0.03055 .010043 0.10 66.59 51.20 4.813 56.013 53.0 8.92 1.236 57.249 0.00 2.382 JUNCT STR 0.23452 .019703 0.11 71.92 52.45 3.780 56.230 18.0 10.19 1.611 57.841 0.00 1.451 23.40 0.09274 .029364 0.69 95.32 54.62 2.298 56.918 18.0 10.19 1.611 58.529 0.00 1.451 HYDRAULIC JUMP 95.32 54.62 1.022 55.642 18.0 14.03 3.056 58.698 0.00 1.451 2.67 0.09274 .043683 0.12 97.99 54.87 1.044 55.912 18.0 13.70 2.914 58.826 0.00 1.451 4.13 0.09274 .040165 0.17 102.12 55.25 1.092 56.342 18.0 13.06 2.649 58.991 0.00 1.451 3.34 0.09274 .035964 0.12 105.46 55.56 1.143 56.703 18.0 12.45 2.406 59.109 0.00 1.451 2.68 0.09274 .032354 0.09 108.14 55.81 1.200 57.009 18.0 11.87 2.189 59.198 0.00 1.451 2.75 0.00 0.00 0 0.00 1.500 0.00 2.75 0.00 0.00 0 0.00 1.502 0.00 2.75 0.00 0.00 0 0.00 1.492 0.00 2.75 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 =I MO MIN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "B" HYDRAULICS FILE 4439LINB.I PAGE 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 *********************************************************************************************************************************** 110.27 56.01 1.264 57.270 18.0 11.32 1.990 59.260 0.00 1.451 1.58 0.09274 .026966 0.04 111.85 56.15 1.341 57.494 18.0 10.79 1.808 59.302 0.00 1.451 0.83 0.09274 .025866 0.02 112.68 56.23 1.451 57.681 18.0 10.29 1.643 59.324 0.00 1.451 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 0.801 0.00 1.50 0.00 0.00 0 0.00 IMO EN EN INN INN NE =I OM NEI IIIIN NM INN EN NM INN INN EN 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 7.72 49.43 33 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 7.72 49.43 33 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT 38.67 50.36 33 ELEMENT NO 4 IS A REACH * U/S DATA STATION INVERT SECT 56.77 50.90 33 ELEMENT NO 5 IS A REACH * U/S DATA STATION INVERT SECT 66.59 51.20 33 ELEMENT N0 6 IS A JUNCTION N W S ELEV 55.30 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 U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 71.92 52.45 18 24 0 0.013 35.0 ELEMENT NO 7 IS A REACH * U/S DATA STATION INVERT SECT 112.68 56.23 18 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 112.68 56.23 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 N * * Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 0.0 51.95 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 * r-- NM! n i- N- -- I MN NE MB MI 1 DATE: 10/11/1994 TIME: 9:47 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 M i- M= M OM! I M MN MN I MI- N 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 "B" HYDRAULICS FILE 4439LATB.I M MN NM Mil MINI NMI OM N 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. 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 2.67 51.95 4.250 56.200 35.0 11.14 1.927 58.127 0.00 1.920 56.08 0.01605 .023936 1.34 58.75 52.85 4.692 57.542 35.0 11.14 1.927 59.469 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 NMI EN NM INN NM IMP INN I NEI MN NM NM MN NEI EMI NEI 11=1 NM MN 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 2.67 51.95 24 56.20 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 58.75 52.85 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 58.75 52.85 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 NE am um MI um Nos i i um um um — — DATE: 10/11/1994 TIME: 9:56 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 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 "C" HYDRAULICS FILE 4439LINC.I INN MIN NMI 11111 M NM INN MN = MIN 11111 M I 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. 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 *********************************************************************************************************************************** 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 ENN EN mg um mu um EN 1ES' INN mus F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 5.07 49.60 30 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 39.31 50.93 30 W S ELEV 57.70 N RADIUS ANGLE ANG PT MAN H 0.013 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 Q4 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 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 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 30 4 2.50 IMO MN MN MN � 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 "C" PROFILE FILE 4439LATC.I - I IIIIII Mil I MI M MN IMO INN M INS M INIII M M ME NMI OM 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. 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 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 1 i S M I MO- I N N N - M M S M i M NM F051 5P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 3.04 51.63 18 ELEMENT NO W S ELEV 58.00 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 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 NMI NMI INN INIII INN INN NEI INN IIIN INN INN MIN 11111 MEI MN II= INN NMI INN 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 11111 MN EN NM 1E11 MN INN INN INS MIN MIN NE 1=1 11111 1•11 NM INN NEI INN e 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 "D" HYDRAULICS FILE 4439LIND.I NIIIo I I- N--- I- N LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HUNTERS RIDGE TRACT 14274 JN 4439 STORM DRAIN LINE "D" HYDRAULICS FILE 4439LIND.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 3.70 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 um No am mo um me NE � 1 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 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 M 1 1=-- N 1 I- N NE NM i UM N E I I 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 CATCH BASIN SIZING TRACT NO 14274 1 1 Solution: TRY: C B # CURB OPENING ( Interception ) (a) ILYR PiSCtik2-06 ( (CZ4‘111712) I I c° o0.4••••••••••....m. (b) street slope $ 0, 0 LC0 (c) curb type. CO/640/ lot-Vorti-Eg (d) half street width 1A):.- (e? focal depassto: a.= .c141P4--(--(trIA, cA_Ccs IQ/ / ( — )1/2 = — Therefore y= Q L = 0130 L = CD/ 0,720 (L L = 14: ft. • 16I1, = /38 (4 a iy = 1 0136 040 for total interception) Q/Q = 0 ‘S-1-1" • Qp=0k.gi' X iltio = &/3 CFS (Intercepted) CFS(Carryover)TO GB it 44- Qc= II( 0. - 6/3 = 0 =11/(v cps -3- . DEPTH O r-LUVy .y- FEET . Ozt,1t.0 34 03 .04 .05 .06 .06 .10 p .5- I 1 I ...1 -. L. i I--- -. I. - 1 __ ....i - I---. - ,_.1. 1-I I -1 ,___. _ AA} DISCHARGE PER FOOT O =.r.- LENGTH OF CURB OPENING I- INLETS WHEN INTERCEPTING — 7100. % OF GUTTER FLOW _� ~ ` 1 (b) PARTIAL INTER- CEPTION RATIO, FOR INLETS OF. LENGTH LESS THAN L. • 5 .6 Wt. 04TA • l.o 10 3LEM BUREAU OF PUBLIC ROADS 1 CAPACITY OF CUR OPENING INLETS -��- ()NI rnNTINtJOUS GRADE I I 1 1 (d) (e? ' Solution: Given: C. B. # 2 ' "fi`` s7T CURB OPENING ( Interception ) (a) l0(+(=YR DISCAOVEiovks4 ' (b) (c) street slope : $ ` OZoO curb type: " 5"Q/lo"❑ OI i-I-EK El half street width: W local Apo-55toN : c° /8' S Gs Q / Sf2 = / ( -- ) =1/2 Q /L = DI3g Therefore y= L = Uc,- / 0/32 _ 'f312 (L for total interception) ITRY: LP= ' ft. • I L /L = 21 / y3,2 a/y = "1y'2,../OtsU= II Qp= ("al ' Qc= Lt . = th q CFS(Carryover) TD CB if O, 49 x 16 .4 = 01 G CFS (Intercepted) O_= /6. `f cs 1 t • • DEPTH O I• LOW y FEET . •01 C L .03 .04 .05 .06 .08 .10 .2 _(C) DISCHARGE . ER FOOT OF ._..__a_ J- -1._ LENGTH OF CURB OPENING �.•. _1— INLETS '.`� HEN INTERCEPTING ` __ 1— .._ _1_ ----710O % OF GUTTER FLOW --}— --- —I— : r— t 1 _.--� , 1 I 1 /i 4� 0/ n: (b) PARTIAL INTER— CEPTION RATIO. FOR INLETS OF. LENGTH LESS THAN L J_ I IL1 -4 a/.Y _____.. ` 4 -- I 4._ , � j _ J__ Ii,� ' I __.7)2 I -- . . I /� v .'�' // /� I 1 I _Il ^, •,. .05 .06 .08 .10 1--VL .8 .6 .5 A .3 Q, .2 ABLI BUREAU OF PUBLIC ROADS • CAPACITY OF CURB OPENING INLETS S -��- ' (Ni rnNTIN1JOUS GRADE C . 13 . iI % i i & 431' T Given: CUED OPENING (SUMP) (P11, �' (a) (o YR PISC.bI- RCTE =(L� �'(vtoYovE2us - °' �. gig ` cfS (b) Curb type: 6"Q oivI0'QIDTREg1 (c) Lock. P PReSS► orj : a, = �� Solution; T� (depth at opening) h (height of opening) = 10 1 . Iv From Chart: Q/ft. of opening = L required USE L = _ (GF)-I-Ca)= 8 . + 2 1s CFS 44,60 ft. • ft. E UI .— — I — = — —,1=1 = M ` N — — I Mil(_.M W //eigh/ of Openiig (h) ii» Feet N w L 1 k 1 „ 1 ( Li, II, L, tit Lit (( i N N v. \ is ;J ll h'ogh/ of Ooci/i \\(h) /n /nChCs r^`~ \ T n ,�l 1 I I VI c \ \ • C000cify per fool of /eng/h of opect/7.7 (O/Z) in' cis. s per foot • ttvv w 0\ N kv \ EQ. I•) I I I I IiI-1 11 1 11,11 1 1 I I l l 1 A0 1IIIl,I I, • ti R ho of o v/h of wafer of opening to he,n f f of ec /JinQ (7//17) i;� I r i I j 1 n • 0\ cz I,I1111 1!I . 1 Hi' T, i 1 1 1 1 1 1 tv Cu cia C. I3. �1 Given: CUI;OPENING (SUMP) (a) ID YR D1 4-A =(c2 � ) 4'`c+ eov O' (b) Curb type: 6"Q/8" /wD/oTREZ (c) 1..)x.AL 2EPRess oN a, a u Solution: 13 (depth at opening) h (height of opening) li/h �a /• 10 6 = (G F)-4-Ca-) = �' I From Chart: Q/ft. of opening = L required = ��v C CFS USE L ft. ft. • tr L //elgh/ of Opening !h) /%7 %el L i , t jl 171 1 \ f/oiyhl of Opting •\\(-4) in /ache,, C000cify ,per fool w I , I , {2 I, i 1 1 1 ,I • • of /eny/h of opening CQ/L) ,, c. f. s /per foot • O Obi 1 N \ c ►`ltill till .I i 'i I R..rio of olfo/h of wofer of opening /o he h hl of opening CH/h)- \ ff. /f/ I ,, 1,,,, i,, 1 I ( i I i .,( I 1 I ( i l i' i I I i I I i I- I t i i i ill ZV tv la, LZ 4', v ,b ,.31 U1 'I r ti Ql a I,It'll 11I C. I3. // er" 1C-111 s„ .. Y Given: CLTln' OPENING (SUMP) RAM ((pCz.EVtOUS /r�- (a) YR DIf4R — =(% r� ) �'I Yov earl (b) Curb type: 6"0/8KID0/0714'Eg7 (c) Wit- pEPC SS I o),) = � 1� _ • Solution: I� (depth at opening) h (height of opening) ID / . dt� From Chart: 10 11 = (cF)+CQ.) = + Q/ft. of opening L required USE L= p _ Ceb fi` CFS CFS Col "J ft. • ft. 11=1 ' M MEI 31) //eigh/ of Opening (h) /// fee/ =+o \ th I _�_f f tr, I�, t1, t ,Tt, j / tr,i , (l 6 1 I, I , �� , 4 , (' i` N ' w n VI ut o, rn -,I NI CO to . ti RI v, \ is �� kr,k., tv . kit Vi \ ff; \ o I n ma- /a/9h/ of c oc//irk \\(/7) /n Ir�Ch�s I. C000ci/y per foof of /eng/h of ooen%ng (Q/1) in\ c- f. s /Der foot \ t I 1 1 I 1 1'(tllltl,ii J 11 I t I t\ti l t i t h I i' \ • • • i Raba of okpfh of water of opening /o he h f/t of cpcn/fQ Of/h)- / i i I + I i(` I I l I I 11� j a I 1 I IV t� {L �� 1 :Na tb ‘h 11 > I,ILtI j r , , 1 r-TS N k IP tkr1